Bahrs Scrub Local Development Area Master Planning ... · form or in or on any media to any person without the ... Sewage Pump Station ... assessment for the Bahrs Scrub LDA which

Bahrs Scrub Local Development Area Master Planning Infrastructure and Services Assessment

Project Number: 763778

31 May 2012 Prepared for Logan City Council

Bahrs Scrub Local Development Area Master Planning

Infrastructure and Services Assessment

763778 Version FINAL 31 May 2012 Commercial in Confidence Page ii

Cardno (Qld) Pty Ltd

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Queensland 4006 Australia

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form or in or on any media to any person without the prior written consent of Cardno.”

Document Control: Infrastructure & Service Assessment

Version Date Author Reviewer

Name Initials Name Initials

1 23 February 2011 Joshua McKenzie Andy Lees

2 22 March 2011 Joshua McKenzie Andy Lees

3 23 June 2011 Joshua McKenzie Andy Lees

4 26 July 2011 Joshua McKenzie Andy Lees

5 15 August 2011 Joshua McKenzie Andy Lees

6 1 September 2011 Joshua McKenzie Andy Lees

7 1 December 2011 Joshua McKenzie Andy Lees

8 9 March 2012 Joshua Lake Andy Lees

9 27 March 2012 Joshua Lake Andy Lees

FINAL 31 May 2012 Joshua Lake JL Andy Lees



763778 Version FINAL 31 May 2012 Commercial in Confidence Page iii

TABLE OF CONTENTS

GLOSSARY V

EXECUTIVE SUMMARY VI

1 INTRODUCTION 1

1.1 BACKGROUND 1

1.2 SCOPE OF WORKS 2

1.3 STUDY AREA 4

2 DESIRED STANDARDS OF SERVICE 5

2.1 WATER SUPPLY 5

2.2 SEWERAGE 6

2.3 ADDITIONAL SERVICES 6

3 EXISTING AND PROJECTED DEMANDS 7

3.1 POPULATION PROJECTIONS 7

3.2 BAHRS SCRUB YIELD SCENARIOS 7

3.3 WATER SUPPLY DEMANDS 9

4 WATER SUPPLY INFRASTRUCTURE 11

4.1 EXISITNG WATER SUPPLY SYSTEM 11

4.2 ULTIMATE WATER SUPPLY STRATEGY AND STAGING 13

4.3 WATER SUPPLY CAPITAL WORKS PROGRAM 14

5 SEWERAGE INFRASTRUCTURE 17

5.1 EXISITNG SEWERAGE SYSTEM 17

5.2 ULTIMATE SEWERAGE SYSTEM AND STAGING 18

6 ADDITIONAL SERVICES 21

6.1 POWER RETICULATION 21

6.2 GAS RETICULATION 21

6.3 TELECOMMUNICATIONS 22

7 CONCLUSIONS 23

7.1 WATER SUPPLY 23

7.2 SEWERAGE 23

7.3 ADDITIONAL SERVICES 23



763778 Version FINAL 31 May 2012 Commercial in Confidence Page iv

List of Tables Table 1 Water Supply Desired Standards of Service 5

Table 2 Sewerage Desired Standards of Service 6

Table 3 Bahrs Scrub Local Development Area Population Projections (EP) 8

Table 4 Study Area Population Projections (EP) 8

Table 5 Bahrs Scrub LDA Water Demands (MDMM) ML 9

Table 6 Logan East Water Demands (MDMM) ML 9

Table 7 Bahrs Scrub LDA Sewage Loads (ADWF) ML 10

Table 8 Beenleigh Sewage Treatment Plant Loads (ADWF) ML 10

Table 9 Loganholme, Staplyton and Beenleigh Sewage Treatment Plant Loads (ADWF) ML 10

Table 10 Logan East Water Supply Storage Volume (ML) 12

Table 11 Bahrs Scrub LDA HLZ 14

Table 12 Water Supply Pipe Length Totals for Bahrs Scrub LDA (m) 15

Table 13 Variation in Pipe Length Totals for Bahrs Scrub LDA 15

Table 14 Variation in HLZ Pump Requirements Based on Yield Scenarios 15

Table 15 Capital Works Program Summary – Water Supply 15

Table 16 Sewage Treatment Plant Capacities 17

Table 17 Sewer Pipe Length Totals for Bahrs Scrub LDA 19

Table 18 Variation in internal Sewage Pump Station Requirements Based on Yield Scenarios 19

Table 19 Capital Works Program Summary – Sewerage Supply 19

Appendices Appendix A Figures

Appendix B Development Yield Calculations

Appendix C Water and Sewerage Capital Cost Estimates

Appendix D Additional Services – Contact Details

Appendix E Additional Services – Supporting Information

Appendix F Bahrs Scrub to Beenleigh Wastewater Preliminary Design (Logan Water Alliance)

flanagn

Cross-Out

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Sticky Note

Accepted set by flanagn

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Text Box

This Logan Water Alliance report has been excluded from the Infrastructure and Services Assessment study because it is an internal report not intended for public release at this stage



763778 Version FINAL 31 May 2012 Commercial in Confidence Page v

Glossary

ADWF Average Dry Weather Flow

AD Average Day

AHD Australian Height Datum

EP Equivalent Persons

ET Equivalent Tenements

ha Hectare

HLZ High Level Zone

IDM Infrastructure Demand Model

kW Kilowatt

LDA Local Development Area

L/ET/d Litre per ET per day

L/s Litres per second

LCC Logan City Council

LWA Logan Water Alliance

m Metre

MDMM Mean Day Maximum Month

MD Maximum Day

MH Maximum Hour

ML Mega litre

mm Millimetre

m/s Metre per second

PDWF Peak Dry Weather Flow

PIP Priority Infrastructure Plan

PRV Pressure Reducing Valve

PVC Polyvinyl chloride

PWWF Peak Wet Weather Flow

RFI Request for Information

RL Reduced Level

STP Sewage Treatment Plant

WSA Water Supply Area

WSAA Water Services Association of Australia



763778 Version FINAL 31 May 2012 Commercial in Confidence Page vi

EXECUTIVE SUMMARY

The Bahrs Scrub Local Development Area (LDA) has been identified in the South East Queensland Regional Plan

2009-2031 as an area that could potentially help meet dwelling targets for the Logan City Local Government area

and greater South East Queensland region.

To assist in realising this potential growth, and provide a regulatory mechanism to facilitate structured development

of the area, Logan City Council are undertaking a robust planning process which will ultimately take effect as an

amendment to the existing Logan City Planning Scheme.

This planning process has initially been broken down into two distinct stages aimed at adequately assessing

opportunities and constraints while providing key stakeholders a chance to have input into the process.

Cardno were engaged to complete an Infrastructure and Services assessment for the Bahrs Scrub LDA which

formed part of Stage 2 of the investigation.

The aim of this assessment is to provide a detailed understanding of the water, sewer, gas, telecommunications

and power issues for the LDA to identify potential servicing options and constraints as well as develop indicative

internal infrastructure delivery costs.

The outcome of this assessment will provide technical input to inform the preparation of the Planning Study for the

LDA and also assist in guiding further detailed investigation of external trunk infrastructure which will enable

infrastructure agreements with relevant authorities to be developed.

The Bahrs Scrub Net Developable Area Plan (developed as part of the Stage 1 studies) was adopted by Logan

City Council on 15 November 2011 and has been used to determine population numbers for the site with the plan

identifying a range of dwelling units that could be realised under each scenario.

BULK WATER SUPPLY

Bulk supply to the site will be available via connection to the trunk mains fed from the Wuraga Road reservoirs. The

Logan Water Alliance – Logan East Water Servicing Plan – Task 90-11-28 – April 2012 planning report identifies

strategic bulk water supply options to ensure the long term supply to the Wuraga Road reservoir.

Final external infrastructure requirements will be dependent on the servicing option identified and approved by

Allconnex Water.

RESERVOIR STORAGE

The Logan East Water Supply area (WSA) is serviced by three reservoirs at two sites, Mt Warren 35.5 ML and

Wuraga Road 13.5ML. The existing storages are sufficient to service the Logan East WSA through to the ultimate

demands. Reservoir storage from the Bahrs Scrub LDA will be provided by the 13.5ML Wuraga Road reservoir.



763778 Version FINAL 31 May 2012 Commercial in Confidence Page vii

INTERNAL WATER SUPPLY INFRASTRUCTURE

With consideration to the topography of the site it has been identified that a dedicated High level Zone (HLZ) will be

required to service land that is nominally above 55m AHD and below 75m AHD along the southern and western

fringes of the LDA. It is our understanding; Council will not support residential development above the 75m AHD

level as the Desired Standards of Service cannot be guaranteed.

The proposed HLZ will be sized in accordance with the final yield scenario adopted with consideration been given

to water quality issues which could arise if the size of the zone was reduced.

With no detailed staging plan being proposed to date, an opportunity may exist to develop the lower areas initially

and stage the development of the HLZ with dedicated boosters, these would be installed for initial stages until a

reservoir and dedicated HLZ is constructed.

The remainder of the development will be serviced by an internal network of distribution mains up to 450mm in

diameter.

Confirmation of the final internal reticulation design, and HLZ parameters, will be subject to further detailed

investigation as the development assessment process progresses.

EXTERNAL WATER SUPPLY INFRASTRUCTURE

Final external infrastructure requirements will be dependent on the servicing option approved by Allconnex Water.

The South East Queensland Infrastructure Plan and Program 2010-2031 provides information on regional water

supply in particular the Wyaralong Water Treatment Plant and Cedar Grove Interconnector which will enhance

overall bulk supplies for the region.

SEWAGE TREATMENT

The system as a whole has sufficient capacity to treat flows for an extended period into the future however the

optimum transportation of sewage and timing of capital investment is a key strategic decision that is required to be

made by Allconnex Water.

Theoretical flows overstate actual flows for the Beenleigh and Staplyton Catchment areas where actual flows of 11

ML/d compare with 15 ML/d, however Beenleigh STP does require an upgrade to ensure ongoing compliance at

the current load.

It is understood that Allconnex Water are likely to adopt a strategy soon centred on the centralising treatment at

Beenleigh and Loganholme STP’s with either option providing a sound solution to servicing growth in the

catchment.



763778 Version FINAL 31 May 2012 Commercial in Confidence Page viii

SEWERAGE INFRASTRUCTURE

External sewerage infrastructure augmentation requirements and optimum alignments have been identified by the

Logan Water Alliance (LWA) in Bahrs Scrub to Beenleigh Wastewater Preliminary Design Phase 1t (LWA, 2012)

and adopted by Allconnex Water.

In addition a new trunk main external to the LDA will likely be required to connect Precinct 4 to the existing sewage

pump station BE34.

Internal sewerage infrastructure will be dependent on the yield scenario adopted however will be centred around a

trunk main network with mains up to 675mm diameter and will include one minor pump station to service loads from

Precinct 2.

ADDITIONAL SERVICES

This Infrastructure and Services Assessment also provides information on the existing and potential future

networks relating to power reticulation, gas reticulation and telecommunications within and surrounding the

proposed development of Bahrs Scrub.

To assist the respective agencies in assessing the impacts on the existing and future infrastructure networks as a

result of the Bahrs Scrub development population scenarios in line with those presented in Table 3 were provided

to assist in quantifying requirements.

Limited detailed information is currently available however advice received from responsible agencies indicates that

the area can be adequately serviced by gas, telecommunications and power infrastructure.



763778 Version FINAL 31 May 2012

Commercial in Confidence Page 1

1 INTRODUCTION

1.1 BACKGROUND

The Bahrs Scrub Local Development Area (LDA) has been identified in the South East Queensland Regional Plan

2009-2031 as an area that could potentially help meet dwelling targets for the Logan City Local Government area

and greater South East Queensland region.

To assist in realising this potential growth, and provide a regulatory mechanism to facilitate structured development

of the area, Logan City Council are undertaking a robust planning process which will ultimately take effect as an

amendment to the existing Logan City Planning Scheme.

This planning process has initially been broken down into two distinct stages aimed at adequately assessing

opportunities and constraints while providing key stakeholders a chance to have input into the process.

Stage 1 involved an initial constraints analysis that identified and considered key issues such as cultural heritage,

contaminated land, hydraulic assessment, landscape and visual amenity, ecological assessment and bushfire risk

assessment.

The outcome of this stage was a Draft Planning Study Report which summarised the findings of Stage 1 and

included a Net Developable Area Plan with potential yield scenarios which was used to progress the Stage 2

investigations.

The final Bahrs Scrub Net Developable Area Plan was adopted by Logan City Council on the 15 November 2011

and has been used as the basis for this investigation.

Stage 2 builds on the work carried out as part of Stage 1 with detailed technical studies undertaken, these

included:

Infrastructure and services assessment;

Land Use options assessment;

Transport and Acoustics assessment;

Social and Community assessment; and a

Housing needs analysis.

At the completion of Stage 2 Logan City Council will release a draft land use plan with supporting technical

information which will be used for public consultation as the basis for making amendments to the existing Planning

Scheme, giving statutory effect to the plan.

Stage 2 works will also assist in identifying a potential sequencing strategy for the LDA and highlight opportunities

for common infrastructure servicing corridors to be established to accommodate new infrastructure however

detailed infrastructure requirements will be addressed in future as part of detailed design stages.

For further information on the regulatory and planning process, and outcomes of Stage 1 of the planning process,

refer to the “Bahrs Scrub- Draft Planning Study- Logan City Council- November 2010”.





1.2 SCOPE OF WORKS

Cardno were engaged to complete the Infrastructure and Services assessment for the Bahrs Scrub LDA.

The aim of this assessment is to provide an understanding of the water, sewer, gas, telecommunications and

power issues for the LDA to identify potential servicing options and constraints as well as develop indicative

internal infrastructure delivery costs.

Further detailed investigation will be required to confirm actual requirements as the LDA progresses through the

subsequent stages of the development approval process.

The outcome of this assessment will provide technical input to inform the preparation of the Planning Study for the

LDA and also assist in guiding further detailed investigation of external trunk infrastructure which will enable

infrastructure agreements with relevant authorities to be developed.

While internal staging has not been included, for the purposes of sizing trunk infrastructure, demands from the LDA

have been interpolated based on initial demands coming online between 2012 and 2016 and the area fully

developed within 15 years (2031). This assumption has been made to align with current planning horizons and

makes a conservative allowance for 25% of Bahrs Scrub being constructed through to the 2016 planning horizon

from 2012.

Figure A-4 and Figure A-6, Appendix A provide details on the extent of the primary investigation for the Bahrs

Scrub LDA Master Planning Infrastructure and services assessment.

1.2.1 WATER AND SEWERAGE SERVICES ASSESSMENT

While additional services have been considered in this report, due to the regional nature of power,

telecommunications and gas supplies, the primary focus has been on the water supply and sewerage infrastructure

required to facilitate development.

The Bahrs Scrub LDA is currently within the Logan City Council Local Government Area however prior to local

government amalgamations in March 2008 the study area was formally under the jurisdiction of Gold Coast City

Council. As a result Bahrs Scrub LDA is still captured by relevant infrastructure charges and planning scheme

policy provisions until such time as the Logan City Council Planning Scheme is amended.

On 1 July 2010 Allconnex Water become the Service Water Provider for the Gold Coast, Logan City and Redlands

Local Government areas as part of water reform initiatives in South East Queensland.

With the recent changes to the service provider structure arrangement a number of water and sewerage planning

studies have been undertaken by the respective entities, past and present including Gold Coast City Council,

Logan City Council (Logan Water Alliance) and Allconnex Water with a number of strategies being developed and

modified in light of changing circumstances and these organisational differences.

In terms of this investigation the South East Queensland Water (Distribution and Retail Restructuring) Act 2009

requires Allconnex Water to prepare a NetServ Plan by July 2013 which will oversee Infrastructure delivery and

facilitate charges independent of Council Planning Schemes.





As Allconnex Water is the current service provider, they will have final determination of the infrastructure

requirements for the water supply and sewerage services. This commission has focussed on reviewing recent

planning to assess the impacts on the developable area against a range of yield scenarios (as agreed with Logan

City Council).

This study has been completed in conjunction with the Allconnex Water Development Assessment (DASS) Team

so should be considered as a sound basis upon which future infrastructure plans are based, with the primary scope

incorporating:

Review of the latest water supply and sewerage planning strategies for the Bahrs Scrub LDA including

relevant hydraulic models;

Assess impacts of the various yield scenarios on planning outcomes and infrastructure requirements;

Identify internal infrastructure servicing option based on Allconnex Water’s Desired Standards of Service;

Review impacts on external infrastructure servicing strategies and identify potential servicing options for

further development (as agreed with the DASS Team); and

Develop indicative capital works requirements and associated cost estimates for the internal options.

The South East Queensland Infrastructure Plan and Program 2010-2031 was reviewed as part of this commission,

it was found to include limited relevant infrastructure which could impact on the Bahrs Scrub LDA development with

the exception of the regional water supply strategy initiatives that will see the delivery of the Wyaralong Water

Treatment Plant and associated Cedar Grove Interconnector Water Pipeline.

Note recycled water has been excluded from this investigation as a result of previous studies carried out by

Allconnex Water and Logan City Council, these studies identified, large scale dual reticulation was not feasible in

meeting water supply demands in this area.

Information for this assessment has been sourced from various locations however the following documents, and

supporting hydraulic models provided, have been the primary basis for water supply and sewerage assessment:

Bahrs Scrub Local Development Area: Planning Study Summary of Stage 1 Technical Studies – October 2010

Logan Water Alliance – Logan East Water Servicing Plan – Task 90-11-28 – April 2012

Logan Water Alliance – Whole of City Water Supply Trunk Model – Task:90-10-21 – July 2010

Logan Water Alliance – Review of Desired Standards of Service – Task:90-10-29 – September 2010

Logan Water Alliance – Water Distribution Strategy – Task:90-10-73 – October 2010 (PIPWATER 2010)

Logan Water Alliance – Loganholme, Beenleigh and Staplyton Wastewater Strategy –Task:90-10-84 –

November 2010 (PIPSEWER 2010)

Logan Water Alliance – Bahrs Scrub to Beenleigh Wastewater Preliminary Design Phase 1 –Task:90-11-12 –

January 2012

Allconnex Water – Logan District Hydraulic Network Model - Logan_East_PIP_V30

Logan City Council – Draft Infrastructure Demand Model (IDM) – Version 5, 2011





1.2.2 ADDITIONAL SERVICES ASSESSMENT

This Infrastructure and Services Assessment also provides information on the existing and potential future

networks relating to power reticulation, gas reticulation and telecommunications within and surrounding the

proposed development of Bahrs Scrub.

To assist the respective agencies in assessing the impacts on the existing and future infrastructure networks as a

result of the Bahrs Scrub development population scenarios in line with those presented in Table 3 were provided

to assist in quantifying requirements.

Contact details of agency representatives contacted during this investigation are contained in Appendix D.

1.3 STUDY AREA

The Bahrs Scrub LDA has an area of some 800 ha and is located approximately 2km south-west of Beenleigh,

within the Logan City Local Government Area.

At present the LDA is a predominately rural residential area currently comprising some 375 properties with mixed

ownership, however due to its proximity to major centres and infrastructure the area has been identified for future

growth.

Studies carried out during Stage 1 provided further detail of the characteristics of the LDA.

From a water supply perspective the area has been included in the “Logan East” water supply planning area which

is bounded by “Logan North”, “Logan South” and Allconnex Water Gold Coast District.

While adjacent supply areas were investigated and considered the primary focus has concentrated on the existing

Logan East supply area.

In relation to sewerage the site is located within the Beenleigh Sewage Treatment Plant catchment however

strategic planning work carried out has investigated opportunities for intra catchment transfers so the study also

considered Loganholme and Staplyton Catchment areas to be consistent with current planning.

The location of the LDA is provided in Figure A-1, Appendix A with the current development plan provided in Figure

A-2, Appendix A.





2 DESIRED STANDARDS OF SERVICE

2.1 WATER SUPPLY

Allconnex water is the water service provider for the proposed Bahrs Scrub LDA and they provided the latest

desired Standards of Service in the document “Review of Desired Standards of Service 2010 – Task Number: 90-

10-29 – September 2010”.

In regard to a bulk water supply, this relates to the capacity of trunk infrastructure (considered to be >250mm

diameter mains) to deliver and store adequate supply, while distribution and reticulation networks are sized to

ensure adequate flows and pressures to satisfy peak demands and fire flow requirements.

Table 1 Water Supply Desired Standards of Service

Parameter Criteria

Water Supply

Average Day Demand 260L/EP/day (based on 230 L/EP/d + allowance for leakage/losses

(30L/EP/day)

Mean Day Maximum Month

(MDMM)/Average Day(AD) 1.4 (Residential Detached)

Max Day(MD) /Average Day (AD) 1.7 (Residential Detached)

Max Hour (MH) 3.8 (Residential Detached)

Trunk Main/Supply Capacity MDMM over 20hours

Reservoir Storage

3 (MD-MDMM) + (Greater of emergency storage/fire fighting storage)

Emergency storage = the greater of 4hr MDMM demand in zone or 0.5ML

whichever is greater

Fire Fighting

System pressure 12 m minimum at property boundary

Fire flow Residential – 15l/s for 2 hrs.

Commercial & Industrial – 30 l/s for 4 hrs.

Background demand 2/3 MH (as per DERM requirements)

Reservoir level Minimum Operating Level (MOL)

Number of fires <5000 EP – single fire for residential or industrial / commercial

>5000 EP – simultaneous single residential fire plus single commercial /

industrial fire for sizing trunk mains

As discussed further in Section 4, whilst considered, bulk water treatment and supply infrastructure in the study

area is the responsibility of State Government owned bodies Link water and SEQ Water.





2.2 SEWERAGE

Tabulated below, the desired Standards of Service for Sewerage

Table 2 Sewerage Desired Standards of Service

Parameter Criteria

Sewerage

Average Dry Weather Flow (ADWF) 200 L/EP/day

Peak Wet Weather Flow 1300 L/EP/Day (Residential)

These DSS formed the basis for the sewerage infrastructure investigation.

Additional pump station and rising main design considerations will be developed once staging is known, for the

purposes of this strategic investigation internal reticulation and external impacts of yield scenarios was considered.

Sewage Treatment Plant performance for the purposes of this study has been based on hydraulic capacity i.e.

ADWF as peak flow and treatment process requirements would be developed around these fundamental planning

assumptions.

Similarly pump stations would be designed based on ADWF, PDWF and PWWF standards.

2.3 ADDITIONAL SERVICES

Due to the nature of relevant legislation infrastructure provided by state government agencies and government

owned corporations (such as Energex) are effectively outside the scope of the Logan Planning scheme (as will

water and sewerage post 2013).

Despite this, for a LDA Plan to be endorsed by the relevant minister, it will be required to demonstrate that an

integrated approach that adequately considers all infrastructure requirements has been carried out so therefore

these matters have been incorporated into this assessment.

Advice received from responsible agencies forms the basis of this investigation in this regard.





3 EXISTING AND PROJECTED DEMANDS

3.1 POPULATION PROJECTIONS

The population projections and subsequent demands have been sourced from the latest Infrastructure Demand

Model (IDM) endorsed by Logan City Council and provided water and sewerage strategic planning reports and

hydraulic models issued by Allconnex Water.

Yield scenarios for the Bahrs Scrub LDA have been developed from the Bahrs Scrub Net Developable Area Plan

developed from stage 1 studies and approved by Logan City Council on the 15 November 2011. This plan was

used to quantify the impacts that alternate development yields may have on infrastructure servicing requirements.

Apart from the revised Bahrs Scrub yields all remaining demands have been assumed to remain as per the IDM

and current planning.

3.2 BAHRS SCRUB YIELD SCENARIOS

The Bahrs Scrub LDA is located within the Logan East water supply area, this area is currently under the planning

control of Allconnex Water – Logan Division.

The Bahrs Scrub Net Developable Area Plan (developed as part of the Stage 1 studies) and associated dwelling

yield scenarios has been used to determine population numbers for the site with the plan identifying a range of

dwelling units that could be realised under each scenario.

For the purposes of converting dwelling units or Equivalent Tenements (ET) to Equivalent Persons (EP) the Logan

Water Alliance Sewer Strategy identified a ratio 2.8 EP/ET while the Gold Coast Planning Scheme policy utilised a

ratio of 3.2 EP/ET. For the purposes of this assessment a ratio of 3 EP/ET has been adopted and considered to be

a reasonable assumption.

The yield scenarios were developed by Logan City Council – Strategy and Planning and agreed upon to be the

basis for this planning study. From the water supply and sewerage hydraulic models issued by the Logan Water

Alliance (LWA) we could determine the population projections as a comparison to the yield scenarios.

Table 3 below details the scenario Equivalent Populations and the Priority Infrastructure Plans (PIP) populations

from the hydraulic models issued by the LWA.





Table 3 Bahrs Scrub Local Development Area Population Projections (EP)

LDA EP Planning Horizon

Scenario Yield 2011 2016 2021 2026 2031 2051

Scenario 1 Low Yield 0 2,692 5,384 8,075 10,767 10,767

Scenario 2 Medium Yield 0 3,259 6,517 9,776 13,034 13,034

Scenario 3 High Yield 0 3,825 7,650 11,475 15,300 15,300

LWA Population Projections

Current PIP/IDM

Assumptions (Sewer) - 586 1,052 1,254 1,254 9,167

Current PIP/IDM

Assumptions (Water) - 1,512 1,979 2,180 2,180 9,518

Table 4 Study Area Population Projections (EP)

Study Area EP 2011 2016 2021 2026 2031 2051

Current PIP/IDM

Assumptions (Sewer) 51,633 67,813 73,342 76,133 78,314

94,472

(102,136)

(Ult.)

Current PIP/IDM

Assumptions (Water) 61,770 77,685 83,206 85,981 88,260 104,090

No staging plan has been developed at the current time so internal infrastructure has been sized based on ultimate

demand requirements.

While internal staging has not been included, for the purposes of sizing trunk infrastructure, demands from the LDA

have been interpolated based on initial demands coming online between 2012 and 2016 and the area fully

developed within 15 years. This assumption has been made to align with current planning horizons and makes a

conservative allowance for 25% of Bahrs Scrub being constructed through to the 2016 planning horizon from 2012.

Detailed staging will be developed during further stages of the investigation as an outcome of this work.

Current planning (undertaken by the LWA) was based on an ultimate population similar to the Low Yield Scenario

however the proposed timing of growth in current planning is out of synch with the yield scenarios adopted for this

investigation with current forecast demands essentially not coming on line until after 2031.

While growth in the Bahrs Scrub LDA has been pushed out in current planning there is significant growth in the

catchment area as a whole specifically in the north eastern portion of the Logan east study area. Including the

additional population of 5,000EP that will be realised from Bahrs Scrub (Low yield scenario) the overall Logan East

area is forecast to experience an increase of 25,000EP over the 10 years to 2021.

This increase of approximately 40% on the 2011 population of 61,000 EP does not include anticipated growth in

Logan South and additional green field developments within the broader Logan City Council area.





As the IDM is developed from population projections generally on a local Government area scale the bringing

forward of Bahrs scrub demands could potentially delay growth in other parts of the study area however this aspect

will require further consideration as actual growth is observed.

Comparative EPs from the Hydraulic Water Model and Strategic Sewer Report used in this assessment, and

projected populations from the 3 development yield scenarios are provided in Table 3 with development yield

calculations provided in Appendix B.

3.3 WATER SUPPLY DEMANDS

Table 5 provides the water demands for the LDA that have been used in the current hydraulic model and strategic

planning for the Bahrs Scrub LDA. As previously identified the ultimate demands are similar to those within the low

yield scenario proposed, however the timing of when demands are likely to come on line under the proposed

development scenario(s) differs with current assumptions.

Table 5 Bahrs Scrub LDA Water Demands (MDMM) ML

LDA MDMM

(ML)

2011 2016 2021 2026 2031 2051

Current Planning

Assumptions - 0.6 0.7 0.8 0.8 3.6

Scenario 1-Low Yield 0 1.0 2.0 3.0 4.0 4.0

Scenario 2-Medium Yield 0 1.2 2.5 3.7 4.9 4.9

Scenario 3-High Yield 0 1.4 2.9 4.3 5.7 5.7

Table 6 provides the water demands for the broader Logan East supply area.

Table 6 Logan East Water Demands (MDMM) ML

Logan East MDMM

(ML)

2011 2016 2021 2026 2031 2051

Current Planning

Assumptions 23.5 29.6 31.7 32.8 33.6 39.7

Scenario 1- Low Yield 23.5 30.0 33.0 35.0 36.8 40.1

Scenario 2- Medium Yield 23.5 30.3 33.4 35.7 37.7 41.0

Scenario 3- High Yield 23.5 30.5 33.8 36.3 38.5 41.8





3.3.1 SEWERAGE DEMANDS

Table 7 details the sewage loads for the LDA which have been used in the current hydraulic model and strategic

planning for the Bahrs Scrub area undertaken by the LWA.

As previously identified the ultimate demands are similar to the low yield scenario proposed however the timing of

when demands are likely to come on line under the proposed development scenario(s) differs with current

assumptions.

Table 8 provides the sewage loads for the broader Beenleigh Catchment. Due to the proximity of a number of

Sewage treatment plants and anticipated growth in the service catchment a number of options have been

investigated to utilise intra catchment transfers to optimise available capacity and rationalise the number of

operational sites. For this reason Table 9 provides the expected loads from the three identified sewage catchments

of Loganholme, Beenleigh and Staplyton (Staplyton STP is only proposed and unlikely to proceed).

Table 7 Bahrs Scrub LDA Sewage Loads (ADWF) ML

LDA ADWF (ML) 2011 2016 2021 2026 2031 2051

Current Planning

Assumptions - 0.12 0.21 0.25 0.25 1.83

Scenario 1- Low Yield 0 0.6 1.1 1.7 2.2 2.2

Scenario 2- Medium Yield 0 0.7 1.3 2.0 2.6 2.6

Scenario 3- High Yield 0 0.8 1.6 2.3 3.1 3.1

Table 8 Beenleigh Sewage Treatment Plant Loads (ADWF) ML

Study Area ADWF (ML)

- Beenleigh

2011 2016 2021 2026 2031 2051

Current Planning

Assumptions 10.3 13.6 14.7 15.2 15.7 20.6

Scenario 1- Low Yield 10.3 14.0 15.6 16.6 17.6 21.0

Scenario 2- Medium Yield 10.3 14.1 15.8 16.9 18.0 21.4

Scenario 3- High Yield 10.3 14.3 16.0 17.3 18.5 21.9

Table 9 Loganholme, Staplyton and Beenleigh Sewage Treatment Plant Loads (ADWF) ML

Strategic Sewer Area

Loads (ML/d)

2011 2016 2021 2026 2031 2051 Ultimate

Loganholme Catchment 42.2 45.9 48.7 52.2 54.1 71.9 85.0

Staplyton Catchment 5.7 7.2 12.0 13.4 14.8 21.7 21.7

Beenleigh Catchment 10.3 13.6 14.7 15.2 15.7 20.6 20.6

Total 58.2 66.7 75.4 80.8 84.6 114.2 127.3





4 WATER SUPPLY INFRASTRUCTURE

4.1 EXISITNG WATER SUPPLY SYSTEM

4.1.1 CATCHMENT OVERVIEW

SUPPLY ARRANGEMENT

The Logan East Water Supply area (WSA) is currently supplied from a nominal 30ML/d allowance from the

Allconnex Water - Gold Coast district, this supply is from the Molendinar Water Treatment Plant via the Stanmore

Road pump station (Capacity 400L/s). An additional connection to the north, the Logan River pump station,

currently inactive, is also available for supply. These two supply areas have historically been under the control of

Logan City Council (Logan North) and Gold Coast City Council (Logan East) as a result the current boundaries

appear to be a carryover from previous institutional arrangements.

The Logan East WSA contains two primary supply zones namely Mt Warren and Wuraga Road, within these zones

are three high level zones and a number of localised Demand Management Areas (DMA’s).

RESERVOIR STORAGE

The existing Wuraga Road zone is serviced by a 13.5 ML reservoir while the Mt Warren Zone currently has a total

capacity of 32 ML made up of two reservoirs; 20ML and 12 ML, located on the same site. Total storage within the

Logan East WSA is 45.5ML

All three of these reservoirs have a common Bottom Water Level (BWL) of 87m AHD.

EXTERNAL TRUNK MAIN INFRASTRUCTURE

A current network of large diameter (600 mm) trunk mains supply the Wuraga Road and Mt Warren reservoirs from

the Stanmore Road pump station and continue to the Logan River pump station. Supply from the Wuraga Road

and Mt warren to the reticulation network is via network of trunk mains ranging in diameters from 450 mm to 300

mm. Figure A4; Appendix A provides an overview of the existing water supply infrastructure servicing Logan East

WSA.

In addition the Southern Regional Water Pipeline (SRWP) runs past the southern side of the LDA site and is owned

and operated by Linkwater.

4.1.2 CAPACITY OF EXISTING SYSTEM

Allconnex Water has identified a number of primary drivers for water supply planning including:

Ensure appropriate level of flexibility and redundancy in the network;

Ensure water turnover (prevent water quality issues);

Ensure Regional water supply is directed to reservoirs;

Minimise long term energy requirements; and

Minimise mixing of water sources and disinfection methods.

These principles have been considered in carrying out this investigation.





BULK WATER SUPPLY

Currently the Logan East WSA is supplied via a connection to the Gold Coast water supply network, via the

Stanmore Road pump station. This supply has a nominal capacity of 30 ML/d. Advice from Allconnex Water

confirmed the current pumping arrangement has a capacity of 400L/s which equates to a Mean Day Maximum

Month (MDMM) supply of 28.8 ML over 20 hours.

Allconnex Water and the Logan Water Alliance (LWA) have identified that due to growth in the Logan East WSA

the existing bulk water supply would be near capacity in the immediate future. To address this short fall in supply

the LWA has undertaken a review of the external bulk water supply arrangements and provided advice to

Allconnex Water in regard to the ultimate servicing of the Logan East WSA.

At the time of writing the technical document, Logan Water Alliance – Logan East Water Servicing Plan – Task 90-

11-28 – April 2012 was being considered by Allconnex Water. This report identified numerous servicing options to

ensure the long term supply of water to the Wuraga Road and Mt Warren reservoirs in the Logan East WSA. Final

external infrastructure requirements will be dependent on the servicing option identified and approved by Allconnex

Water.

RESERVOIR STORAGE

Review of planning assumptions and the hydraulic model suggests that with considered establishment and

reconfiguration of the existing supply zone arrangement the existing storages are sufficient to service the Logan

East WSA through to the ultimate demands.

Table 10 provides an overview of existing and forecast water storage requirements and demonstrates that there is

existing storage capacity available to service the Logan East WSA through to the ultimate planning horizon where

minor additional storage augmentations would be required.

Table 10 Logan East Water Supply Storage Volume (ML)

Planning Horizons

2011 2016 2021 2026 2031 2051

Existing Storage Available (ML) 45.5 45.5 45.5 45.5 45.5 45.5

Total Storage Required Logan East

(Current Planning) 26 33 35 36 38 44

Total Storage - Scenario 1 26 34 37 40 42 47



From investigation and analyses the existing storages, Wuraga Road and Mt Warren reservoirs are sufficient to

service the Logan East WSA through to the ultimate horizon with minor additional storage potentially required in

2051 depending on the final yield scenario adopted.

Due to the proximity to the Bahrs Scrub LDA the Wuraga Road reservoir will provide the primary storage and

pressures to the LDA.





4.2 ULTIMATE WATER SUPPLY STRATEGY AND STAGING

As discussed in Section 4.1, minimal capital intensive augmentations to the existing network are anticipated to

service the Bahrs Scrub LDA from a bulk supply perspective and as such the majority of capital works required will

relate to internal infrastructure.

The Allconnex Water – Logan District hydraulic network model developed in the H20MAP Water software

(Logan_East_PIP_V30) was issued to Cardno to carry out a review of the external and internal infrastructure

requirements to service the Bahrs Scrub LDA

With consideration to the topography of the site it has been identified that a dedicated High level Zone (HLZ) will be

required to service land that is nominally above 55m AHD and below 75m AHD. The extent of the HLZ is influenced

not only by the elevation of the properties, but also by hydraulic characteristics of the area (system demand and

distance from the reservoir. This HLZ identified in this study is based on the development layout provided (detailed

in Figure A2). Changes to the layout, composition of the land uses, etc. would require further analysis as it may

impact the extent of the HLZ.

The adopted HLZ includes land contained within precincts 1, 2, 3 and 4. As a general rule, Council will not support

residential development above the 75m AHD level as the desired standards of service cannot be guaranteed.

Should isolated areas be identified that cannot reasonably serviced by the HLZ the option of private booster

systems under a body corporate structure could be investigated.

Table 11 details the population to be serviced by the HLZ under the 3 yield scenarios. To accommodate demand

and fire fighting requirements a reservoir for the HLZ is required. Too adequately service the HLZ the proposed

reservoir would need to be situated at an elevation of approximately 105m AHD. The reservoir will have a nominal

Top Water Level (TWL) of 115m AHD, Bottom Water Level (BWL) of 109m AHD. Consideration should be given to

reservoir sizing due to water quality issues which could arise if the size of the zone was reduced. Two booster

pumps have also been identified as being necessary to service the HLZ. The exact location and operation of these

boosters will need to be determined during the detailed planning stage after finalisation of the local development

master plan by the Council. Council will also consider sequencing development within the HLZ to ensure that the

LLZ is developed first before bringing forward the need for a HLZ reservoir and booster pumps.

Figure A-3, Appendix A provides an overview of the distribution infrastructure proposed for the Bahrs Scrub LDA.

For the distribution network infrastructure the three yield scenarios have limited impact on the overall infrastructure

needs due to overriding fire flow Standards of Service level requirements however impacts are detailed in Section

4.3.

Confirmation of the final internal reticulation design, and HLZ parameters, will be subject to further detailed

investigation once the development assessment process progresses.





4.3 WATER SUPPLY CAPITAL WORKS PROGRAM

4.3.1 INTERNAL WATER SUPPLY RETICULATION NETWORK

Based on the preferred servicing strategy proposed the following capital works program has been identified.

With no detailed staging plan being proposed to date, an opportunity may exist to develop the lower areas initially

and stage the development of the HLZ with dedicated boosters installed for initial stages until a reservoir and

dedicated HLZ is constructed.

The preliminary high level review of the HLZ layout did not identify significant issues however further investigation

will be required to confirm geotechnical and land tenure constraints and final extents of the HLZ.

Table 12 provides an overview of the Infrastructure required to service the Bahrs Scrub LDA with Table 13

highlighting the impact the changes in yields scenarios has on the infrastructure required.

Table 14 details the requirements of the HLZ Pump Station under the various yield scenarios.

Table 11 Bahrs Scrub LDA HLZ

Yield Scenario EP Storage Volume (ML)

Scenario 1- Low Yield 2993 0.34

Scenario 2- Medium Yield 3615 0.39

Scenario 3- High Yield 4236 0.43





Table 12 Water Supply Pipe Length Totals for Bahrs Scrub LDA (m)

Yield Scenario Diameter (mm)

450 400 375 300 250 200 150

1 - 1044 1172 1770 5409 3177 3011

2 1044 - 1172 1770 6325 2260 3011

3 1044 - 1172 1770 6641 1944 3011

Table 13 Variation in Pipe Length Totals for Bahrs Scrub LDA


450 400 375 300 250 200 150

1 to 2 +1044 -1044 - - +917 -917 -

2 to 3 - - - - +316 -316 -

Table 14 Variation in HLZ Pump Requirements Based on Yield Scenarios

Yield Scenario Pump Sizing

Static Head (m)

Dynamic Head (m) Flow Rate L/s KW Rating (kw)

1 18 28 18 11

2 18 29 23 15

3 18 30 29 18

Table 15 provides a summary of the indicative cost estimate for the Capital Works required for servicing the Bahrs

Scrub LDA under the 3 yield scenarios being considered noting easements and land acquisition costs have not

been included.

A further detailed breakdown of the capital works cost estimates are provided in Appendix C.

Table 15 Capital Works Program Summary – Water Supply

Infrastructure Item Scenario 1- Low Yield

Scenario 2- Medium Yield

Scenario 3- High Yield

Water Mains $8,030,500 $8,297,070 $8,330,520

Water Pump Station

$298,560 $335,600 $384,980

HLZ Reservoir $394,040 $433,450 $461,730

Total $8,723,100 $9,066,120 $9,177,230





4.3.2 EXTERNAL WATER SUPPLY WORKS


Allconnex Water.

The South East Queensland Infrastructure Plan and Program 2010-2031 provides information on regional water

supply in particular the Wyaralong Water Treatment Plant and Cedar Grove Interconnector which will enhance

overall bulk supplies for the region.





5 SEWERAGE INFRASTRUCTURE

5.1 EXISITNG SEWERAGE SYSTEM

5.1.1 CATCHMENT OVERVIEW

TREATMENT

The Beenleigh Sewerage Treatment Plant (BSTP) currently has approval to discharge up to 15 ML/d ADWF

however operational limitations means its actual capacity is closer to 7 - 10 ML/d.

The BSTP at present services both the Beenleigh Catchment and what has been identified as the Staplyton

Catchment which the former Gold Coast Water had intended to be serviced by a new Sewage treatment Plant

which was to be operational by 2011.

An Alliance was established to deliver this project however the Target Outrun Cost (TOC) determined was in

excess of previous estimates and as per capita hydraulic loads were decreasing in the area and excess capacity

was available in nearby plants the opportunity to review the original strategy was taken. It is understood that the

Staplyton Plant is no longer being considered as a servicing option for the area,

A thorough strategic assessment of options to service the Logan East area was carried out by Allconnex Water –

Logan Division, as part of their Priority Infrastructure Planning (PIP) (PIPSEWER 2010). The preferred option

being proposed is an upgrade of the Beenleigh STP treatment capacity to 15 ML/d and utilisation and transfer of

additional loads to the under capacity Loganholme STP with upgrades made at Loganholme to accommodate

future demands. A subsequent planning study, Bahrs Scrub to Beenleigh Wastewater Preliminary Design Phase 1

(LWA Task: 90-11-12, January 2012), available in Appendix F, has detailed the additional strategic inter catchment

transfers and network optimisation of the system as a whole.

5.1.2 CAPACITY OF EXISTING SYSTEM

Table 16 details the capacities of the current Loganholme and Beenleigh STPs.

Table 16 Sewage Treatment Plant Capacities

STP Approved Discharge Volume

ML ADWF Current Actual Current Capacity

Beenleigh 15 11 7-10

Loganholme 75 40 66.5

Total 90 51 73-76

As can be seen from Table 16 and Table 9, the system as a whole has sufficient capacity to treat flows for an

extended period into the future however the optimum transportation of sewage and timing of capital investment is a

key strategic decision that will be made by Allconnex Water.

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Theoretical flows overstate actual flows especially for the Beenleigh and Staplyton Catchment areas where actual

flows of 11 ML/d compare with 15 ML/d, it should be noted Beenleigh STP does require an upgrade to ensure

ongoing compliance at the current load.

Allconnex Water are currently in the process of reviewing the processes at Beenleigh STP to identify augmentation

options including the plants ability to treat the high proportion of industrial load contained in the Staplyton

catchment area.

The current treatment strategy appears sound noting the two points:

Reduction in ADWF hydraulic figures does not necessarily transfer into additional capacity at an STP due to

organic and solids loads that may or may not remain regardless of the water volume and impact key process

units; and

The option of increasing capacity at the Beenleigh STP has not been raised in detail and while bringing

forward some treatment capital costs would avoid the capital and operational costs associated with

constructing the pump and pipe network required to transferring flows in excess of 15ML/d between plants.

There will be a need to negotiate revised development approval conditions for either Loganholme or Beenleigh

option and due to the close proximity of discharge locations similar processes and issues would be considered

to apply for each plant. As such the option of upgrading Beenleigh to an ultimate capacity of 42 ML/d in two

13.5 ML/d stages could be explored.

While a number of options remain at the treatment end of the network these have limited impact on the collection

and transfer infrastructure required to service the Bahrs Scrub LDA now that the Staplyton STP is no longer

considered to be a viable alternative.

Network upgrades required to service the Bahrs Scrub LDA have been identified in the current strategy

(PIPSEWER2010) and include upgrades to a number of pump station and rising mains as well as sections of

gravity reticulation networks.

Final infrastructure requirements and optimum alignments will be determined by Allconnex Water.

5.2 ULTIMATE SEWERAGE SYSTEM AND STAGING

5.2.1 INTERNAL INFRASTRUCTURE REQUIREMENTS

Figure A5, Appendix A provides an overview of the proposed internal sewer reticulation layout required to service

the Bahrs Scrub LDA.

The LDA is capable of being serviced by gravity with a trunk main proposed which will service the area and connect

to a new sewage pump station external to the site. Precinct 2, to the west of the site would require a dedicated

pump station and rising main to discharge to the Bahrs Scrub catchment.





While the current proposal is to transfer flows in Precinct 2 to the Bahrs Scrub catchment an opportunity may exist

to direct the pump station and rising main to existing infrastructure in Tallagandra Rd. The merits of this option

could be investigated further during design stages however based on the minimal overall impact on the LDA, or

infrastructure requirements, for the purposes of this planning assessment the identified option has been considered

to provide a sound servicing solution and has been adopted for this study as the basis for the development of

infrastructure costs.

Precinct 4 will be serviced by an internal gravity mains discharging to an external trunk main. This trunk main will

connect this area to the existing sewage pump station BE34.

The loads generated from the three yield scenarios have an impact on the sizing of infrastructure required to

service the LDA with an overview of infrastructure required provided in Table 17.

Table 18 provides high level details for the proposed internal sewage pump station required to service Precinct 2.

Table 17 Sewer Pipe Length Totals for Bahrs Scrub LDA


225 300 375 450 525 600 675

1 3079 2266 - 260 1471 1423 -

2 4176 2002 557 - 955 2199 -

3 3385 2794 557 - - 1174 1979

Table 18 Variation in internal Sewage Pump Station Requirements Based on Yield Scenarios

Yield

Scenario

Pump Sizing Rising Main

Static Head (m)

Dynamic Head (m)

Flow Rate L/s

KW Rating (kw)

Diameter (mm) Length (m)

1 35 2 4.4 2 100 300

2 35 3 5.4 3 100 300

3 35 4 6.5 3 100 300

Table 19 provides a summary of the Capital Works required for servicing the Bahrs Scrub LDA under the 3 yield

scenarios being considered noting easements and land acquisition costs have not been included.

A further detailed breakdown of the capital works cost estimates are provided in Appendix C.

Table 19 Capital Works Program Summary – Sewerage Supply

Infrastructure Item Scenario 1- Low Yield

Scenario 2- Medium Yield

Scenario 3- High Yield

Gravity Mains $5,315,240 $6,080,830 $6,655,830

Sewer Pump Station and Rising Main $245,323 $267,597 $283,247

Total $5,560,563 $6,348,427 $6,939,077





5.2.2 EXTERNAL INFRASTRUCTURE REQUIREMENTS

Precinct 4 will discharge to a new gravity trunk main conveying flow to the existing sewage pump station BE34. The

layout is provided as an indication only and will be required to be developed once the development plan and road

infrastructure layouts are finalised. Conflicts with existing services including the 600mm APA gas trunk main will be

addressed during detailed design.

Servicing options for the Bahrs Scrub LDA including the associated infrastructure requirements including cost

estimates and optimum alignments have been developed for Allconnex Water by the Logan Water Alliance. The

Bahrs Scrub to Beenleigh Wastewater Preliminary Design Phase 1 (LWA Task: 90-11-12, January 2012) report

details the preferred servicing strategy.

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6 ADDITIONAL SERVICES

6.1 POWER RETICULATION

Energex have advised that there is 11kV feeder coverage over most of the site however power currently existing

within the study area is of limited capacity and intended to service the existing residential large lots. Also crossing

the study area is an Energex 33kV overhead line that forms part of the existing circuit to the bulk supply substation

at Beenleigh. This 33kV line is currently within a 20m wide easement corridor from Wuraga Road to Menora Street

with the remainder covered by a wayleave agreement. The existing easement/wayleave corridor can have future

uses such as parkland and road crossings.

Preference is for the eastern parts of the site to develop first with nominal capacity for 250 homes in the eastern

corner of Precinct 1 (South of Bahrs Scrub Road to Adele Crescent) and 300 homes in the Precinct 4 area without

exceeding capacity or voltage limits.

Details of the existing and proposed future networks relating to the study area have been provided by Energex as

shown on Figure 3, Appendix E.

To support the proposed development Energex have indicated they would need to establish a new zone substation

(33/11kV) within the development. This would require securing a site, being a parcel of land approximately

4,000sqm preferably in a commercial area adjacent to the existing 33kV overhead line running across the upper

north-west third of the development.

Energex have indicated they will also need to establish an additional 33kV circuit from the bulk supply substation at

Beenleigh, which would cross the study area east to west following the existing road reserve of Bahrs Scrub Road.

From discussions with Energex they believe the new circuit should ideally be completely contained within the road

reserve corridor. Energex have also indicated that the final route and timing of this new circuit will depend on the

actual location of the substation and the staging of the development.

6.2 GAS RETICULATION

6.2.1 TRUNK GAS PIPELINE INFRASTRUCTURE

There currently exists an APA Group (APA) owned and operated 600mm diameter gas pipeline, referred to as the

Gold Coast Pipeline, which traverses the proposed development. The pipeline runs along the road reserve of

Prangley Road south to Bahrs Scrub Road then east to New Horizon Avenue and south to Lee Court - refer to

Figure 4, Appendix E which shows the indicative location of the existing pipeline and the relationship to the

proposed development.

Connection to this pipeline is not available for development reticulation. Our initial discussions indicate that the

pipeline is located within the existing road reserve and shouldn’t have any impact on the proposed development,

provided the above mentioned existing road reserves are maintained.





6.2.2 NATURAL GAS

Existing natural gas reticulation infrastructure owned by APA currently exists adjacent to the proposed

development in Tallagandra Road. Initial advice received indicates the Bahrs Scrub development can be serviced

with natural gas via this existing network. Approximately 600m of future external network along Prangley Road to

Tallagandra Road would be required to connect the development to the existing infrastructure.

6.2.3 METER GAS - LPG

An alternative to reticulation natural gas to service the development is ‘Origin Metered Gas’ – a metered LPG

network which would be available to the development should an alternative to electricity be required and if servicing

the development with natural gas becomes unavailable. The National Reticulation Sales Manager for Origin has

provided an Introduction to Metered LPG Letter which provides further details (Appendix E).

6.3 TELECOMMUNICATIONS

Telstra have indicated that there is currently existing fibre optic cable located within and around the development

study area. Basic telecommunication networks currently service the existing residential large lots. These may

require recovering and/or moving depending on the proposed road reserve layout of future development.

Telstra have advised that they would require the installation of a minimum of one Telstra NextG base station with

the development to assist in servicing the area.

Additional advice about telecommunications can be obtained from the below resources.

Telstra Smart Community

Telstra’s Smart Community – program that works in partnership with developers to deliver modern

telecommunications to Greenfield estates. Preliminary advice can be obtained by registering on the Telstra smart

community website under the Intent to Develop form (ITD) found through this weblink:

http://www.telstra.com.au/smartcommunity/developers.html.

NBNCo

National Broadband Network (NBN) offers a service to register new developments through New Development

Request Service (NDRS) form, which allows developers to request NBNCo to install fibre broadband infrastructure

in their newly approved development. Details can be found through this weblink:

https://www.nbnco.com.au/new_developments/development.

http://www.telstra.com.au/smartcommunity/developers.html

https://www.nbnco.com.au/new_developments/development





7 CONCLUSIONS

7.1 WATER SUPPLY


Allconnex Water. Analysis undertaken by Allconnex Water and the Logan Water Alliance has indicated that a short

fall of supply is expected in the immediate future. Allconnex Water are considering the bulk supply options

developed within the LWA report, Logan Water Alliance – Logan East Water Servicing Plan – Task 90-11-28 – April

2012, to ensure continued supply to the Wuraga Road an Mt Warren reservoirs.

The Bahrs Scrub LDA will be supplied via a two trunk connections to the existing trunk mains from the Wuraga

Road reservoir. These trunk mains will supply an internal ring main. A HLZ to service those properties along the

southern and western fringes above 55m AHD and below 75m AHD will be required along a high level reservoir

and booster pump stations as required.

7.2 SEWERAGE

It is understood that Allconnex Water are likely to adopt a strategy soon centred on the centralising treatment at

Beenleigh and Loganholme STP’s. Both options provide a sound solution to servicing growth in the catchment.

As a result the infrastructure required to service the LDA in the current strategy will include a series of network

upgrades and augmentations that convey the sewage load from Bahrs Scrub to a new site pump station and

transfer to Beenleigh STP.

Internal sewerage infrastructure sizing will be dependent on the yield scenario adopted. However, the servicing

strategy centres on a trunk gravity main network with mains up to 675mm diameter discharging to the existing

catchment.

7.3 ADDITIONAL SERVICES

Advice received from responsible agencies indicates that the area can be adequately serviced by gas,

telecommunications and power infratsructure.




Commercial in Confidence

Appendix A

Figures

Figure A2

LEGEND

SHEET

Project No:

Client Name:

Date:

Revision Number:

Cardno (QLD) Pty Ltd | ABN 57 051 074 992Level 11, North Tower, 515 St Pauls TerraceLocked Bag 4006, Fortitude Valley QLD 4006Tel: 07 3369 9822 Fax: 07 3369 9722

200 0 200 400 600

Metres

Scale: 1:20,000

Designed by:

"© 2011 Cardno (Qld) Pty Ltd All Rights Reserved. Copyright in the whole and every part of this

document belongs to Cardno (Qld) Pty Ltd and may not be used, sold, transferred, copied or

reproduced in whole or in part in any manner or form or in or on any media to any person without

the prior written consent of Cardno (Qld) Pty Ltd."

This document is produced by Cardno (Qld) Pty Ltd solely for the benefit of and use by the client

in accordance with the terms of the retainer. Cardno (Qld) Pty Ltd does not and shall not assume

any responsibility or liability whatsoever to any third party arising out of any use or reliance by any

third party on the content of this document.

Bahrs Scrub

Site Development

File Path: M

:\7637-78\Mapinfo\Figures\Figures_v9.worSite Boundary

Environmental Management Areas will be retained for

conservation purposes. No further urban development

of these areas will occur, except under any existing

lawful development approvals.

Environmental Management Area - EMA

Wildlife Management Areas will be protected for their

role in providing a continuous wildlife corridor between

major environmental management areas. These wild life

corridors are to be of sufficient width and habitat diversity

as to enable safe passage for fauna and in particular

koalas.

Wildlife Movement Area - WiMA

Special Management Areas represent areas that

will accomodate some urban development, but

any development needs to be carefully managed

to protect identified environmental values.

Special Management Area - SMA

Waterway Management Areas will be managed primarily

for water quality and quantity outcomes. In some instances

they will also be managed for recreational needs and

offset areas.

Waterway Management Area

& Buffer - WMA

Developable Area

Approved and Undecided

Development Application

7637-78

A3

LCC

May 2012





Appendix B

Development Yield Calculations

Planning Assumptions (Sourced from Logan Water Alliance - Review of Desired Standards of Service 2010 September 2010)

General Unit Value

EP/ET (Water) - 3

EP/ET (Sewer) - 3

Water

Average day demand (Excluding system losses) L/EP/d 230

Residential Detached MD/AD - 2.05

Residential Detached MDMM/AD - 1.5

Residential Detached MH/AD - 4.1

System Losses L/EP/d 30

Sewer

Average Dry Weather Flow (ADWF) L/EP/d 200

Peak Dry Weather Flow (PDWF) (Factor) - 2

Peak Wet Weather Flow (PWWF) (Factor) L/EP/d 1300

1-Dec-11

AREA GROSS DENSITY per ha NET DENSITY per ha DWELLING ESTIMATE EP (Water) AD (L/S) Losses (L/s) MD (L/s) MDMM (L/s) MH (L/s) EP (Sewer) ADWF (L/s) PDWF (L/s) PWWF (L/s)

Special Management Areas

1 2.489 5 6.9 12.445 37 0.10 0.01 0.20 0.15 0.41 37 0.09 0.2 0.56

2 47.94 4 5.5 191.76 575 1.53 0.20 3.14 2.30 6.28 575 1.33 2.7 8.66

3 28.32 0 2.7 56 168 0.45 0.06 0.92 0.67 1.83 168 0.39 0.8 2.53

4 13.02 0 2.3 22 66 0.18 0.02 0.36 0.26 0.72 66 0.15 0.3 0.99

5 16.35 6 8.3 98.1 294 0.78 0.10 1.61 1.18 3.21 294 0.68 1.4 4.43

6 5.362 3 4.1 16.086 48 0.13 0.02 0.26 0.19 0.53 48 0.11 0.2 0.73

TOTAL FOR SMA's 113.481 4.8 396.391 1189 3.17 0.41 6.49 4.75 12.98 1189 2.75 5.5 17.89

Unconstrained Areas

1 6.732 10 13.8 67.32 202 0.54 0.07 1.10 0.81 2.20 202 0.47 0.9 3.04

2 232.67 10 13.8 2326.7 6980 18.58 2.42 38.09 27.87 76.18 6980 16.16 32.3 105.02

3 9.114 10 13.8 91.14 273 0.73 0.09 1.49 1.09 2.98 273 0.63 1.3 4.11

4 53.69 10 13.8 536.9 1611 4.29 0.56 8.79 6.43 17.58 1611 3.73 7.5 24.24

Community Facility allowance -20.2 10 13.8 -202 305 0.81 0.11 1.67 1.22 3.33 305 0.71 1.41 4.59

TOTAL FOR UNCONSTRAINED 282.006 10 13.8 2820.06 9371 24.95 3.25 51.14 37.42 102.28 9371 21.69 43.39 141

Wildlife Management Area 68.88 1 1.4 68.88 207 0.55 0.07 1.13 0.83 2.26 207 0.48 1.0 3.11

TOTAL DWELLINGS FOR EACH SCENARIO 10767 29 4 59 43 118 10767 25 50 162

Average Lot Size for Unconstrained Area MDMM (ML) 4.0 Storage Required (ML) 6.8 ADWF (ML) 2.2 PWWF (ML) 14.0



1 2.489 5 6.9 12.445 37 0.10 0.01 0.20 0.15 0.41 37 0.09 0.2 0.56

2 47.94 4 5.5 191.76 575 1.53 0.20 3.14 2.30 6.28 575 1.33 2.7 8.66

3 28.32 0 2.7 56 168 0.45 0.06 0.92 0.67 1.83 168 0.39 0.8 2.53

4 13.02 0 2.3 22 66 0.18 0.02 0.36 0.26 0.72 66 0.15 0.3 0.99

5 16.35 6 8.3 98.1 294 0.78 0.10 1.61 1.18 3.21 294 0.68 1.4 4.43

6 5.362 3 4.1 16.086 48 0.13 0.02 0.26 0.19 0.53 48 0.11 0.2 0.73

TOTAL FOR SMA's 113.481 4.8 396.391 1189 3.17 0.41 6.49 4.75 12.98 1189 2.75 5.5 17.89

Unconstrained Areas

1 6.732 12.5 17.2 84.15 252 0.67 0.09 1.38 1.01 2.76 252 0.58 1.2 3.80

2 232.67 12.5 17.2 2908.375 8725 23.23 3.03 47.61 34.84 95.23 8725 20.20 40.4 131.28

3 9.114 12.5 17.2 113.925 342 0.91 0.12 1.87 1.36 3.73 342 0.79 1.6 5.14

4 53.69 12.5 17.2 671.125 2013 5.36 0.70 10.99 8.04 21.97 2013 4.66 9.3 30.29

Community Facility allowance -20.2 12.5 17.2 -252.5 305 0.81 0.11 1.67 1.22 3.33 305 0.71 1.41 4.59

TOTAL FOR UNCONSTRAINED 282.006 12.5 17.2 3525.075 11638 30.98 4.04 63.51 46.47 127.02 11638 26.94 53.88 175


TOTAL DWELLINGS FOR EACH SCENARIO 13034 35 5 71 52.0 142 13034 30 60 196




1 2.489 5 6.9 12.445 37 0.10 0.01 0.20 0.15 0.41 37 0.09 0.2 0.56

2 47.94 4 5.5 191.76 575 1.53 0.20 3.14 2.30 6.28 575 1.33 2.7 8.66

3 28.32 0 2.7 56 168 0.45 0.06 0.92 0.67 1.83 168 0.39 0.8 2.53

4 13.02 0 2.3 22 66 0.18 0.02 0.36 0.26 0.72 66 0.15 0.3 0.99

5 16.35 6 8.3 98.1 294 0.78 0.10 1.61 1.18 3.21 294 0.68 1.4 4.43

6 5.362 3 4.1 16.086 48 0.13 0.02 0.26 0.19 0.53 48 0.11 0.2 0.73

TOTAL FOR SMA's 113.481 4.8 396.391 1189 3.17 0.41 6.49 4.75 12.98 1189 2.75 5.5 17.89

Unconstrained Areas

1 6.732 15 20.7 100.98 303 0.81 0.11 1.65 1.21 3.31 303 0.70 1.4 4.56

2 232.67 15 20.7 3490.05 10470 27.87 3.64 57.14 41.81 114.27 10470 24.24 48.5 157.54

3 9.114 15 20.7 136.71 410 1.09 0.14 2.24 1.64 4.48 410 0.95 1.9 6.17

4 53.69 15 20.7 805.35 2416 6.43 0.84 13.18 9.65 26.37 2416 5.59 11.2 36.35

Community Facility allowance -20.2 15 20.7 -303 305 0.81 0.11 1.67 1.22 3.33 305 0.71 1.41 4.59

TOTAL FOR UNCONSTRAINED 282.006 15 20.7 4230.09 13904 37.01 4.83 75.88 55.52 151.76 13904 32.19 64.37 209


TOTAL DWELLINGS FOR EACH SCENARIO 15300 41 5 83 61.1 167 15300 35 71 230


Road Area 25.0%

Stormwater Area 2.5%

0.725

Notes

Areas are calculated by tracing Logan City Council Draft Net Developable Area Plan dated Oct 2011 and creating a CAD plan prepared by RPS

Community Facilities Land Area (ha) Assumption EP (Water) AD (L/S) MD (L/s) MDMM (L/s) MH (L/s) EP (Sewer) ADWF (L/s) PDWF (L/s) PWWF (L/s)

Childcare -0.5 0.1 ET/Pupil 45 0.12 0.25 0.18 0.49 45 0.10 0.21 0.68

Shopping Centres -1.3 24 ET/ha GFA 18 0.05 0.10 0.07 0.20 18 0.04 0.08 0.27

Community Centre -0.2 24 ET/ha GFA 2.16 0.01 0.01 0.01 0.02 2.16 0.01 0.01 0.03

Primary School / Kindergarten -7 0.1 ET/Pupil (400) 120 0.32 0.65 0.48 1.31 120 0.28 0.56 1.81

Local Recreation -3 Nil 0.00 0.00 0.00

District Sport -8 5 ET/Ha 120 0.32 0.65 0.48 1.31 120 0.28 0.56 1.81

TOTAL -20 305 0.81 1.67 1.22 3.33 305 0.71 1.41 4.59

N.B - Figures taken from GoldCoast City Council planning scheme policy

300sqm GFA

Location and size subject to further

investigation and discussion with the Dept of

Educ.

3 x 1ha local parks

1 x district sporting facility

DEVELOPMENT PRECINCT


Facility Size150 place

1 supermarkets (2000sqm GFA total)

500sqm GFA Speciality Stores in 1 centre

4695

725

580

483

Asumptions for Calculating Net Density

Densities will be increased in the vicinity of community facilities and transport and decrease where remote from facilities and where sites are physically constrained

All community facilities are located within the unconstrained precinct

Area calculations exclude existing roads

Logan Park Strategy area requirements have not been used in calculation density (assumed that a component of the area requirement will be a monetary contribution for parks in other areas of the City)

DWELLING YIELD SCENARIOS WITH ALLOWANCE FOR COMMUNITY FACILITIES


SCENARIO 1 - LOW YIELD

SCENARIO 2 - MEDIUM YIELD

SCENARIO 3 - HIGH YIELD

3285

3990





Appendix C

Water and Sewerage Capital Cost Estimates

Table A1 – Water Capital Works Program (Yield Scenario 1)

CAPITAL COST DESCRIPTION QTY YEAR REQD DIA DEPTH LOCALE SOIL TYPE UNIT COST ADJ.

FACTOR

UNIT COST EX ADJ.

FACTOR UNIT COST TOTAL ASSET COST

(mm) (m) ($/m) ($/m) ($)

WATERMAIN 1,044 m 2016 400 Min. depth Urban Good Soil 1.00 $905 /m $905 /m $944,880


WATERMAIN 1,769 m 2016 300 Min. depth Urban Good Soil 1.10 $623 /m $685 /m $1,211,540




15,581 m Subtotal: $8,030,500

CAPITAL COST DESCRIPTION QTY YEAR REQD TOTAL KW RATING NOT USED UNIT COST CIVIL WORK COST MECH. WORKS ELEC. & TEL. COST OTHER COST TOTAL ASSET COST

(kW) ($/kW) ($) ($) ($) ($) ($)

WATER PUMP STATION 1 Item 2016 11 kW NA $13,571 $42,917 $41,393 $64,973 $0 $149,280


Subtotal: $298,560

CAPITAL COST DESCRIPTION QTY YEAR REQD TOTAL STORAGE NOT USED UNIT COST CIVIL WORK COST MECH. WORKS ELEC. & TEL. COST OTHER COST TOTAL ASSET COST

(ML) ($/ML) ($) ($) ($) ($) ($)

WATER RESERVOIR (CONCRETE

GROUND) 1 Item 2016 0.350 ML NA $1,125,832 $295,531 $98,510 $0 $0 $394,040

Subtotal: $394,040

Total: $8,723,100

Table A2 – Water Capital Works Program (Yield Scenario 2)


FACTOR

UNIT COST EX ADJ.


(mm) (m) ($/m) ($/m) ($)

WATERMAIN 1,044 m 2016 450 Min. depth Urban Good Soil 1.00 $1,068 /m $1,068 /m $1,114,660






15581 m Subtotal: $8,297,070

CAPITAL COST DESCRIPTION QTY YEAR REQD TOTAL KW RATING NOT USED UNIT COST CIVIL WORK

COST MECH. WORKS ELEC. & TEL. COST OTHER COST TOTAL ASSET COST

(kW) ($/kW) ($) ($) ($) ($) ($)



Subtotal: $335,600

CAPITAL COST DESCRIPTION QTY YEAR REQD TOTAL STORAGE NOT USED UNIT COST CIVIL WORK


(ML) ($/ML) ($) ($) ($) ($) ($)


GROUND) 1 Item 2016 0.385 ML NA $1,125,832 $325,084 $108,361 $0 $0 $433,450

Subtotal: $433,450

Total: $9,066,120

Table A3–Water Capital Works Program (Yield Scenario 3)


FACTOR

UNIT COST EX ADJ.


(mm) (m) ($/m) ($/m) ($)

WATERMAIN 1,044 m 2016 450 Min. depth Urban Good Soil 1.00 $1,068 /m $1,068 /m $1,114,660






15581 m Subtotal: $8,330,520

CAPITAL COST DESCRIPTION QTY YEAR REQD TOTAL KW RATING NOT USED UNIT COST CIVIL WORK


(kW) ($/kW) ($) ($) ($) ($) ($)



Subtotal: $384,980

CAPITAL COST DESCRIPTION QTY YEAR REQD TOTAL STORAGE NOT USED UNIT COST CIVIL WORK


(ML) ($/ML) ($) ($) ($) ($) ($)


GROUND) 1 Item 2016 0.430 ML NA $1,073,792 $346,298 $115,433 $0 $0 $461,730

Subtotal: $461,730

Total: $9,177,230

Table A4 – Sewerage Capital Works Program (Yield Scenario 1)


FACTOR

UNIT COST EX ADJ.


(mm) (m) ($/m) ($/m) ($)

GRAVITY SEWER 3,079 m 2016 225 1.5-3.0m Urban Good Soil 1.00 $362 /m $362 /m $1,115,960


GRAVITY SEWER 260 m 2016 450 1.5-3.0m Urban Good Soil 1.00 $789 /m $789 /m $205,270


GRAVITY SEWER 1,423 m 2016 600 1.5-3.0m Urban Good Soil 1.00 $1,078 /m $1,078 /m $1,534,050

8499 m Subtotal: $5,315,240

CAPITAL COST DESCRIPTION QTY YEAR REQD TOTAL KW RATING NOT USED CIVIL WORK COST MECH. WORKS ELEC. & TEL. COST EMERGENCEY

STORAGE COST OTHER COST TOTAL ASSET COST

(kW) ($) ($) ($) ($) ($) ($)

SEWER PUMP STATION 1 Item 2016 2 kW NA $43,674 $40,458 $43,752 $62,599 $0 $190,483

Subtotal: $190,483


FACTOR

UNIT COST EX ADJ.


(mm) (m) ($/m) ($/m) ($)

SEWER RISING MAIN 1 Item 2016 100 NA Urban Good Soil 1.00 $183 /m $183 /m $54,840

Subtotal: $54,840

Total: $5,560,563



FACTOR

UNIT COST EX ADJ.


(mm) (m) ($/m) ($/m) ($)


GRAVITY SEWER 2,002 m 2016 300 1.5-3.0m Urban Good Soil 1.00 $482 /m $482 /m $965,570




9889 m Subtotal: $6,080,830



(kW) ($) ($) ($) ($) ($) ($)


Subtotal: $212,757


FACTOR

UNIT COST EX ADJ.


(mm) (m) ($/m) ($/m) ($)


Subtotal: $54,840

Total: $6,348,427



FACTOR

UNIT COST EX ADJ.


(mm) (m) ($/m) ($/m) ($)






9889m Subtotal: $6,655,830



(kW) ($) ($) ($) ($) ($) ($)


Subtotal: $228,407


FACTOR

UNIT COST EX ADJ.


(mm) (m) ($/m) ($/m) ($)


Subtotal: $54,840

Total: $6,939,077





Appendix D

Additional Services – Contact Details

Appendix D

Contact Details for External Service Providers

Our contacts within Energex are as follows:

Russell Cross - Asset Manager Metro South Phone: 3664 4171

Email: [email protected]

Chris Fogarty Senior Urban Planner Email: [email protected] Our contact within APA is as follows: Ramon O’Keefe – Qld Business Development Representative Phone: 5522 2502 / 0438 708 798 Our contact within Origin is as follows: Mike Hamlin - National Reticulation Sales Manager Phone: 3867 0395 Email: [email protected] Our contact within Telstra is as follows: Tim Byrne - Queensland Forecasting Manager Phone: 3455 2943 Email: [email protected]





Appendix E

Additional Services – Supporting Information

Origin Energy Retail Ltd ABN 22 078 868 425 � GPO Box 1199, Adelaide SA 5001 Telephone 13 24 62 � Facsimile 1800 444 369 � originenergy.com.au

8 February 2011

K Nisbet Cardno Group Locked bag 4006, Fortitude Valley, Qld 4006

Dear Kerry

Metered LPG for Bahrs Scrub Local Development Area Thank you for discussing your new development with us and providing us with the opportunity to provide more information on how we can meet your business needs. Your choice in energy is a critical aspect of the new development and Origin is able to provide you with solutions to your energy requirements.

Metered LPG – how it works Origin installs Metered LPG networks within estates where natural gas is unavailable. Installing a Metered LPG network means gas is piped to homes and businesses from a storage tank providing ongoing LPG supply. We refill the tank on a regular delivery schedule so customers never run out of gas.

� Occurs in a shared trench along with other utility services � A storage facility site would be required, typically installed mainly aboveground

within a reserve or common utility area with trees visually concealing them or underground which conceals around 95% of the installation

� Unlike natural gas, LPG networks are owned and operated by Origin, where we are the sole supplier of gas to the consumers

� In most instances, a contribution fee is required by the developer and this depends on the actual capital required for each development. Typically contributions would range up to $700 per lot for aboveground and $1,200 for underground and would be confirmed on a case by case basis.

Why Metered LPG? Metered LPG allows developments without access to natural gas the following advantages:

� A constant supply of LPG for hot water, cooking and internal or external heating solutions for your customers

� A reduced investment on electrical networks as water heating, heating and cooking loads are transferred to metered networks

� Providing green environmentally friendly energy options allowing developers and builders to promote sustainable environmental projects to end users

� Providing a network system designed for natural gas should it become available � Improved safety for end users as a single storage tank is used instead of multiple

cylinder installations � More space for end users as individual cylinders are not required for LPG � Price competitive energy options for end users and no need to rent cylinders

Why Origin?A leading Australian companyOrigin has been supplying businesses with energy for over 150 years and today power more than three million homes and businesses. Our operations and interests span the energy supply chain, providing us with a unique perspective on the evolving energy market and the needs of our customers.

Our service commitment Origin offers a team with a wealth of expertise and experience in the Metered LPG business. Our team of experts has a depth of knowledge and skills within the energy industry to understand and meet your LPG requirements.

ATTACHMENT 1

Regulatory and legislative compliance Origin has a commitment to the highest levels of safety in line with all Industry and Government regulations concerning the supply and storage of LPG.

Need more information?To maximise your options, we recommend you consider your energy requirements during the early stages of the project. Our experienced team of experts can assist with technical advice on a range of gas applications.

We look forward to meeting with you in the coming weeks to find out more about your project and to discuss how Origin can assist with your energy requirements. In the meantime, if you have any questions or require more information, please contact me on 3867 0395.

Yours sincerely

Mike Hamlin National Manager, LPG Metered Sales Phone: (07) 3867 0395 E-mail: [email protected]

Beenleigh

Beenleigh North

QR Beenleigh

Beenleigh BS

LegendExisting_SubstationsDescription, Status, SourceType

Existing 33/11 ZoneExisting 110(132)/11 ZoneExisting MV CustomerExisting HV CustomerExisting Bulk Supply

Existing Transmission

EGX 33 kVConstruction

33kV OH33kV UG

EGX 110kVConstruction

110kV OH110kV UG

EGX 11 kVConstruction

11kV OH11kV UG33 kV SC Proposed33 kV DC ProposedF711_F712_Old110 kV SC Proposed110 kV DC Proposed132 kV SC Proposed132 kV DC Proposed

Net_Developable_Area_Plan_Approved.jpgRGB

Red: Band_1Green: Band_2Blue: Band_3

Bahrs Scrub - Approved Net Development Area - Existing and Proposed Electricity Network

1:20,0000 200 400 600 800 1,000100

Meters

File:

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Transverse Mercator ProjectionAGD84 (AMG Zone 56)

This map has been prepared for in-house use to show theENERGEX network augmentations proposed by thecurrent Network Strategic Plan. Placement of networkaugmentations does not indicate that the project isapproved or committed.

Date: 08 Dec-2011Name: gp002

To Logan Village/Jimboomba

Substation RequirementsSearch Areas

Indicative route only. Final route subject to ultimate road configuration

Documents

Bahrs Scrub Local Development Area Master Planning ... · form or in or on any media to any person without the ... Sewage Pump Station ... assessment for the Bahrs Scrub LDA which