BROMELTON REGIONAL DEVELOPMENT AREA … REGIONAL DEVELOPMENT AREA Water Supply, Sewerage and Stormwater Infrastructure Report Job Number: 7637-06 Prepared for: Scenic Rim Regional

BROMELTON REGIONAL DEVELOPMENT AREA Water Supply, Sewerage and Stormwater Infrastructure Report

Job Number: 7637-06

Prepared for: Scenic Rim Regional Council

Dated: August 2010

BROMELTON REGIONAL DEVELOPMENT AREAINFRASTRUCTURE REPORT

August 2010

Document Control

Version Date

1 3 April 2009

2 July 2010

3 August 2010

4 August 2010

" 2010 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.

BROMELTON REGIONAL DEVELOPMENT AREA

Level 11 Green Square North Tower

Fortitude Valley Qld 4064

Locked Bag 4006 Fortitude Valley

Queensland 4006 Australia

Telephone: 07 3369 9822

Facsimile:

International:

[email protected]

Author Reviewer

Andrew Lees Martin Giles

AJL MJ

Natalie Muir

Tod Larwill TML Natalie Muir

Tod Larwill TML Natalie Muir

Tod Larwill

Natalie Muir

Cardno (Qld) Pty Ltd All Rights Reserved. Copyright in the whole and every part of this document dno (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

i

Cardno (Qld) Pty Ltd

ABN 57 051 074 992

Level 11 Green Square North Tower

515 St Pauls Terrace

Fortitude Valley Qld 4064

Locked Bag 4006 Fortitude Valley

Queensland 4006 Australia

Telephone: 07 3369 9822

Facsimile: 07 3369 9722

International: +61 7 3369 9822

[email protected]

www.cardno.com.au

Natalie Muir NM

Natalie Muir NM

Natalie Muir NM

Natalie Muir

Cardno (Qld) Pty Ltd All Rights Reserved. Copyright in the whole and every part of this document dno (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

BROMELTON REGIONAL DEVELOPMENT AREA INFRASTRUCTURE REPORT

Scenic Rim Regional Council Version 4 August 2010 Commercial in Confidence Page i

BROMELTON REGIONAL DEVELOPMENT AREA

INFRASTRUCTURE REPORT

TABLE OF CONTENTS

1. INTRODUCTION ............................................................................................................... 1

1.1 General .................................................................................................................... 1

1.2 Bromelton Regional Development Area .................................................................... 2

2. EXISTING INFRASTRUCTURE ........................................................................................ 3

2.1 Water Supply ............................................................................................................ 3

2.2 Sewerage ................................................................................................................. 4

2.3 Stormwater Infrastructure ......................................................................................... 5

3. PLANNING ASSUMPTIONS ............................................................................................. 6

3.1 SEQ Regional Plan................................................................................................... 6

3.2 Total Water Cycle Management Policy ..................................................................... 6

3.3 Water Demand Management .................................................................................... 6

3.4 Queensland Development Code ............................................................................... 7

3.5 Queensland Water Commission ............................................................................... 7

4. DESIGN CRITERIA ........................................................................................................... 9

4.1 Water Supply ............................................................................................................ 9

4.2 Sewerage ............................................................................................................... 10

4.3 Stormwater Management ....................................................................................... 11

5. POPULATION FORECAST ............................................................................................ 13

5.1 Bromelton Structure Plan........................................................................................ 13

5.2 Development Staging ............................................................................................. 13

6. INFRASTRUCTURE REQUIREMENTS .......................................................................... 15

6.1 Potable Water Supply Options ................................................................................ 15

6.2 Sewerage ............................................................................................................... 20

6.3 Recycled Water ...................................................................................................... 23

6.4 Stormwater Management ....................................................................................... 25

7. CAPITAL COSTS ............................................................................................................ 26

7.1 Water Supply .......................................................................................................... 26

7.2 Sewerage ............................................................................................................... 30

7.3 Stormwater ............................................................................................................. 32

8. CONCLUSIONS .............................................................................................................. 34


Scenic Rim Regional Council Version 4 August 2010 Commercial in Confidence Page ii

LIST OF TABLES Table 1-1 Bromelton Land Use .............................................................................................. 2

Table 2-1 Existing Water Allocations ...................................................................................... 3

Table 2-2 Helen Street WTP Capacity ................................................................................... 3

Table 2-3 Beaudesert Reservoir details ................................................................................. 4

Table 2-4 Existing Sewage Treatment Plant .......................................................................... 4

Table 5-1 Bromelton Structure Plan Jobs ............................................................................. 13

Table 5-2 Industrial Land Use Planning Densities SRRC PSP No. 5 .................................... 13

Table 5-3 Development Staging ........................................................................................... 14

Table 6-1 Regional Water Supply Projects ........................................................................... 15

Table 6-2 Bromelton Reservoir Details ................................................................................. 16

Table 6-3 Potable Supply Trunk Main Options ..................................................................... 17

Table 6-4 Trunk Reticulation Infrastructure .......................................................................... 18

Table 6-5 Bromelton Potable Water Reservoir ..................................................................... 18

Table 6-6 Potable Supply Trunk Main Options ..................................................................... 19

Table 6-7 BSP Reticulation Infrastructure ............................................................................ 19

Table 6-8 Bromelton Structure Plan Area Sewage Flows ..................................................... 21

Table 6-9 External Sewerage Infrastructure Requirements .................................................. 22

Table 6-10 Estimated Internal Sewerage Trunk Main Requirements ...................................... 22

Table 6-11 Bromelton STP Capacities ................................................................................... 23

Table 6-12 Bromelton Recycled Water Storage ..................................................................... 23

Table 6-13 Bromelton Recycled Water Trunk Main ................................................................ 24

Table 6-14 Trunk Reticulation Infrastructure .......................................................................... 24

Table 6-15 Bromelton ATP Capacities ................................................................................... 24

Table 6-16 Contributing Areas and Discharges ...................................................................... 25

Table 7-1 Supply Trunk Main ............................................................................................... 26

Table 7-2 Full Potable Network Infrastructure ...................................................................... 27

Table 7-3 Potable and Recycled Infrastructure (Dual Reticulation) ....................................... 28

Table 7-4 Total Cost of Potable Plus Recycled Water Network ............................................ 28

Table 7-5 Summary of Supply Option Costs ........................................................................ 29

Table 7-6 Sewerage Infrastructure Costs ............................................................................. 30

Table 7-7 Stage 1 Treatment Costs ..................................................................................... 31

Table 7-8 Estimated Pipe Cost Rates .................................................................................. 32

Table 7-9 Estimated Pipe Costs ........................................................................................... 32

Table 7-10 Stormwater Detention Basin / Treatment Area Requirements .............................. 33

Table 8-1 Adopted Design Flows for Bromelton ................................................................... 34

LIST OF FIGURES Figure 1-1 Bromelton Locality

APPENDICES APPENDIX A Water Supply and Sewerage Figures

APPENDIX B Stormwater Management Infrastructure Figures

APPENDIX C Adopted Design Criteria


Scenic Rim Regional Council Version 4 August 2010 M:\7637-06\Word\ver 2\Infrastructure Report WSS v4.docx Commercial in Confidence Page 1

1. INTRODUCTION

1.1 General

The South East Queensland Regional Plan (SEQ Regional Plan) identified the Beaudesert Shire, now encompassed within the newly formed Scenic Rim Regional Council (SRRC) as a key growth corridor within South East Queensland. The growth projected to occur within the Shire over the next 20 years is expected to reach more than 70,000.

Within the SEQ Regional Plan, lands identified for future development have been classified as an Urban Footprint area. The SEQ Regional Plan has identified Bromelton as a Regional Development area for employment. In August 2008, the Coordinator General declared Bromelton a State Development Area under the State Development and Public Works Organization Act, 1971. This proposed industrial development is to the west of the existing Beaudesert Township in the Bromelton area.

Figure 1-1 Bromelton Regional Development Area Locality

Figure 1-1, illustrates the area identified for the future industrial development within the Scenic Rim Regional Council service area. In order for Council to understand the future service requirements of the proposed industrial development, Council commissioned the preparation of the Bromelton Structure Plan. This commission was Project Managed by Tract Consultants on behalf of Council.

In order to support this projected future growth, Cardno was commissioned to identify the future water supply, sewerage and stormwater infrastructure requirements to service the industrial development through the proposed stages of development. The findings of these analyses will be incorporated within the Structure Plan. The Bromelton Structure Plan looks to coordinate all aspects of the development to service the industrial area.

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1.2 Bromelton Regional Development Area

The Bromelton Regional Development Area is a proposed intermodal transit hub, which will provide services to the existing inter and intrastate rail network, highways and industries that rely on access to the rail network. The site set aside for the development is approximately 5 kilometres west of the Beaudesert Township, as detailed in Figure A-1 in Appendix A. The proposed development covers an area of approximately 1,075 hectares. Planning of the development has identified 41% of the total land as being suitable for industrial use. Table 1-1, below details the proposed composition of the Bromelton development.

Table 1-1 Bromelton Land Use

Definition Land Area

(ha) Jobs

Land Area %

Rural 1,523 0 59%

General Industry 754 13,572 29%

Rail Dependent Industry 321 5,778 12%

Total 2,598 19,350 100



2. Existing Infrastructure

2.1 Water Supply

The following section details the existing water supply infrastructure within proximity of the Bromelton development area, treatment and source capacities.

2.1.1 Source

The water source currently servicing the Beaudesert area is the Logan River. Water is released from Maroon Dam upstream of the Logan River and is extracted via a raw water collection point along the Logan River. Reliability of allocations from the Logan River system is estimated at 99%. The existing allocation of water from the Logan River to the Helen Street Water Treatment Plant (WTP) is detailed in Table 2-1.

Table 2-1 Existing Water Allocations

Bulk Water Supply Source

Allocation Description Yield Allocation (ML/a)

Logan River Logan River IROL Allocation 5,525

2.1.2 Treatment

The Helen Street WTP is located at Helen Street, Beaudesert. This WTP provides treated potable water to the reticulation network in the Beaudesert Township. Table 2-2, details the capacity of the Helen Street WTP as supplied by SRRC as at April 2010.

Table 2-2 Helen Street WTP Capacity

Element Design

Capacity1

ML/d

Annual Capacity

2

(ML/a)

Capacity3

(ET)

Current Connections

(No.)

Approx Spare Capacity

5

(ET)

Helen Street WTP 4.32 1953 36304 2,548 1082

Notes

1- Based on meeting MDMM design flow over 20 hrs

2- Based on current design residential consumption in Beaudesert scheme of 700 L/ET/d and 150L/ET/d of Unaccounted for Water.

3- Requires major maintenance to bring capacity up to original capacity of 5.35ML/d

4- 4.32ML/d / 1.4 (MDMM:AD ratio) / (700 + 150 L/ET/d)

5- One connection approximately equal to 1ET.



2.1.3 Reservoir Storage

The Helen Street WTP provides a potable water supply to four reservoirs within the Beaudesert Township. The storage capacities of these reservoirs are detailed in Table 2-3.

Table 2-3 Beaudesert Reservoir details

Asset Storage Capacity (ML)

Birnam Range 10.00

Albert WTP (small) 1.13

Albert WTP (Large) 2.27

Brayford High Level 0.50

Total 13.90

2.2 Sewerage

The current Bromelton area is not serviced with a sewerage network. Within the adjoining Beaudesert Township, properties are serviced by a reticulated sewerage network, draining to the Beaudesert Sewage Treatment Plant (STP). The STP has a design capacity of 3,225 Equivalent Tenements (ET), based on an 8,000EP design capacity and an EP/ET ratio of 2.48. A summary of the current facility as at April 2010 is provided in Table 2-4. The capacities noted are design only.

Table 2-4 Existing Sewage Treatment Plant

STP Original Design

Capacity (ET)

Design Capacity

(ML/a)

Existing Re-Use

Percentage

Current Load (ML/a)

Beaudesert 3,225 657 60% 455

The capacity of the plant is estimated 1.8ML/d (657ML/a) and receives raw sewage from a series of seven sewage pumping stations and one transported septic tank waste receiver sewage pumping station located on site. Currently the STP treats the wastewater to a secondary standard. Treated effluent from the facility is pumped to a discharge point in the Logan River or to customers of the current reuse scheme, which currently includes the Beaudesert Golf Course and nearby rural activities. During the period 2005/06, the percentage of effluent reused was 12.5%, with a maximum monthly demand of 31% in October 2005. Since then the reuse percentage has increased to 60% and it is proposed to be increased to 80% in the 2010/2011 financial year. The current Beaudesert STP has had significant occurrences where the plant has exceeded the limits approved within their EPA license. During 2005/06 the plant exceeded the maximum release limits set by EPA for BOD5, suspended solids, nitrogen and phosphorus. This failure in meeting release limits occurred prior to November 2005. As a result of operational and process changes in November 2005, full compliance was achieved in all nutrient levels apart from phosphorus removal (long term compliance) which will require tertiary treatment to achieve compliance. The EPA licence (Integrated Authority SR2218) for the plant limits the discharge of water to 1ML/d on any dry weather day with a maximum upper limit during wet weather of 3ML/d.



2.3 Stormwater Infrastructure

There is virtually no existing stormwater infrastructure within the study area. The adjacent Beaudesert Township has a limited amount of existing stormwater drainage. The main flow path through the township is contained within a convoluted underground drainage system which was developed over time with the development of the central part of the township. It is known to be of insufficient capacity to carry design flows.



3. Planning Assumptions Within the Bromelton Structure Plan area consideration has been given to the water supply and sewerage infrastructure requirements. A Water Cycle Management (WCM) infrastructure plan proposed for the development will need to be considered in a regional context. The SEQ Regional Plan, the SEQ Infrastructure Plan & Program and the SEQ Regional Water Supply Strategy (SEQRWSS) all provide guidance on the infrastructure requirements and the future direction for water cycle management in the region. Queensland Urban Utilities (QUU) is the new water and wastewater business set up as a result of the reform of the water industry in South East Queensland. On July 1, 2010 three separate water businesses were formed to provide distribution and retail services to customers; a function formerly provided by each Council. The formation of water distribution businesses was a second round of the reform process, and follows on from the formation of bulk supply and bulk transport entities in 2008. QUU now supplies water and wastewater services to Brisbane, Ipswich, Lockyer Valley, Scenic Rim and Somerset. Below is a brief outline on future direction for WCM as detailed in the documents noted above:

3.1 SEQ Regional Plan

Two key elements identified within the SEQ Regional Plan are the implementation of Total Water Cycle Management (section 11.1) and Water Demand Management (section 11.2) throughout South East Queensland. These policies are detailed below:

3.2 Total Water Cycle Management Policy

The Total Water Cycle Management Policy identified within the SEQ Regional Plan proposes the implementation of:

Base water planning in SEQ on the principles of Total Water Cycle Management.

o considering all water sources, including wastewater and stormwater;

o allocating and using water equitably;

Encourage and support local government and other water providers to adopt principles of total water cycle management, minimise water use and water losses, and meet water consumption targets.

o using all water sources sustainably;

Use best practice standards for the planning, design and operation of sewage and wastewater collection, transport, treatment, disposal and reuse.

Achieve appropriate flood immunity and minimise downstream impacts by managing development within floodplains.

Integrating water use and natural water processes, including maintaining environmental flows and water quality.

3.3 Water Demand Management

The Water Demand Management Policy considered within the SEQ Regional Plan includes provisions to:

Ensure all urban water providers adopt minimum residential reticulated water consumption targets, excluding leakage and other system losses, of at least:

o 270 litres per person per day by 2010;

o 250 litres per person per day by 2015;and

o 230 litres per person per day by 2020;



o or the targets identified for each local government area in the SEQRWSS, when completed

Use water consumption targets for water supply planning and financial assessment purposes.

Continue initiatives to improve water efficiency in the rural sector.

Encourage industrial and commercial developments to meet best practice approaches in minimising water use and using water efficiently.

Base water pricing on a structure that reflects the true cost of water and encourages more efficient use.

3.4 Queensland Development Code

The Queensland Development Code mandates regulatory specifications that new buildings must achieve. Of particular relevance for the Bromelton Regional Development Area is, Part 4.3, Alternative Water Sources Commercial Buildings. Part 4.3 applies to buildings covered under the Building Code of Australia which include Classes: 3, 4, 5, 6, 7, 8, 9 and 10 where the buildings have at least 2 pedestals (toilet). For those relevant buildings the code states; that where they would normally be supplied directly with water from the reticulated town water supply system, by a water service provider registered under the Water Act 2000, each building must have an alternative water source which provides water for a suitable use. At least one of the following alterative water sources must be included:

Rainwater tanks;

Water storage tank;

A common tank; or

Greywater treatment and reuse.

In general the code covers that the end use of the water source alternatives includes supply to:

Swimming pools on the lot

Each required pedestal;

An external use;

Washing machine cold water taps; and

Other fixtures as specified by the local government in a local planning instrument.

Additionally the promotion of onsite water reuse and recycling within the Bromelton Structure Plan (BSP) area could be undertaken to encourage the sustainable use of water.

3.5 Queensland Water Commission

The Queensland Water Commission has recently released the South East Queensland Water Strategy (SEQWS). This report is a blueprint for maintaining water supply security in South East Queensland (SEQ) into the future. It is basically an operational and planning strategy for the SEQ Water Grid. The content relevant to this structure plan is summarised below:

Projects currently underway:

o Wyaralong Dam completion end 2011

o Cedar Grove Connector from proposed Wyaralong WTP to the Southern Regional Water Pipeline (SRWP)



Current investigations by QWC

o Pipeline between Bromelton Off Stream Storage and Wyaralong Dam

o Pipeline between Beaudesert and the planned Wyaralong WTP

There have also been discussions between QWC, Allconnex (The regional water authority servicing Gold Coast, Logan and Redlands) and SRRC about a proposed water supply main from South Logan to Beaudesert / Bromelton which would allow decommissioning of the Helen Street WTP. QWC are currently investigating options related to this pipeline.



4. DESIGN CRITERIA A review of design guidelines from surrounding water service providers was undertaken and compared to the Queensland Urban Utilities Desired Standards of Service (Water & Sewerage Planning Guidelines (Feb, 2010)).

4.1 Water Supply

The draft QUU design criteria do not specify peaking factors for industrial use for either potable or recycled water. The peaking factors and Average Day Consumption that are adopted by Gold Coast Water for industrial properties were used. Refer to Appendix C for the QUU peaking factors.

4.1.1 Demand and Peaking Factors

Average Day Consumption:

Industrial / Commercial = 230 L/EP/day

Potable Supply

Mean Day Maximum Month / Average Day (MDMM/AD) = 1.1

Maximum Day / Average Day (MD/AD) = 1.16

Maximum Hour / Average Day (MH/AD) = 1.5

Potable Supply with Recycled Supply (Dual reticulation)




4.1.2 Fire Fighting

Fire Flow (Industrial) = 45 L/s from 3 hydrants + 2/3 Peak Hour

Minimum Residual Pressure = 10 m

4.1.3 Residual Pressures

Minimum pressure = 21 m

Maximum pressure = 60 m

4.1.4 Pipe Friction Co-efficient

Hazen Williams C factor = 100 < 300mm diameter = 110 300mm diameter



4.1.5 Water Supply Storage and Transmission

The following design criteria were adopted based on the DERM Design Guidelines for Water Supply and Sewerage (DNRW, 2007). Refer to Appendix C for the QUU design criteria.

Ground Level Storage = 3 x (MD-MDMM) + fire fighting storage

Trunk Mains to Reservoirs = MDMM (gravity)

= MDMM over 20 hours (pumped)

Reticulation mains = PH + fire fighting (maximum velocity 2.5m/s)

4.1.6 Recycled Water

A recycled water demand was calculated based on a supply to amenities based on 1 EP using a dual flush toilet 5 times within a day.

Average Day Demand (AD-RW) = 20 L/EP/day

The peaking factors that are adopted by Gold Coast Water for industrial properties were adopted for the recycled network within Bromelton:




4.2 Sewerage

The sewage design criteria have been taken from the draft Water & Sewerage Planning Guidelines (Feb, 2010) from Queensland Urban Utilities. The conventional sewer design criteria was adopted.

Average Dry Weather Flow (ADWF) = 210L/EP/d

Peak Wet Weather Flow (PWWF) = 5 x ADWF

4.2.1 Gravity Mains

Flow Equation (Gravity Mains) = Mannings Equation (n=0.013)

Minimum Flow velocity = 0.6m/s

Minimum hydraulic grade = 0.50% for 150mm diameter

= 0.33% for 225mm diameter

= 0.25% for 300mm diameter

Maximum depth for Flow at PWWF =70% of diameter

4.2.2 Pump Station

Single Pump Design Flow = PWWF

Dual Pump design Flow = PWWF

Wet Well Storage Requirements = 0.9 x Q / n

Where n = Starts per hour

Emergency Storage = 3 hours x Ultimate PDWF



4.2.3 Rising Main

Flow equation = Hazen Williams

Hazen Williams C factor = 100 < 300mm diameter

= 110 300mm diameter

Minimum Velocity = 0.6m/s

Maximum Velocity (PWWF) = 3m/s

4.3 Stormwater Management

Trunk stormwater drainage infrastructure was sized based on the SRRC requirement for the piping of the 10 year event flow in industrial areas. It was assumed that flow would be conveyed and then discharged to existing local watercourses. In order to ensure that development does not impact on the existing watercourses, it was assumed that detention basins would be provided to offset the increase in runoff from events up to the 100 year event. Runoff will also need to be treated to ensure that the relevant water quality objectives for the region can be achieved and the Environmental Values of receiving water bodies protected. For the investigation, the water quality objectives defined in the Queensland Government South East Queensland Regional Plan 2009-2031, Implementation Guideline No. 7 (November 2009) were adopted as best practice. The implementation guideline provides design objectives based on three criterions. Each of the criterions is discussed below.

Stormwater Quality Management

To reduce the impact of urban development, load reduction targets are specified for key pollutants of interest:

- 80% reduction in total suspended solids; - 60% reduction in total phosphorus; - 45% reduction in total nitrogen; and - 90% reduction in gross pollutants.

There are a number of means by which the required load reduction targets can be achieved. Treatment can occur either at the points of discharge from catchments (end of line treatment) or within lots and road reserves. While there are arguments in favour of both approaches, current best practice for industrial estates consists of the treatment of runoff within individual lots, with small treatment devices provided in the road reserve to treat local road runoff. However, to be conservative for the preparation of the plan, it was assumed that treatment would occur by end of line devices located in the base of the detention basins proposed to offset the impact of development on flow rates. In the event of a lot based approach being adopted in the future, it is envisaged that the cost of providing trunk infrastructure for water quality treatment will reduce from that presented in the report.

Waterway Stability Management

To reduce the impact of urban development on channel bed and bank erosion, to satisfy the waterway stability criterion it is necessary to ensure that the peak flow



discharged from each catchment for the 1 year event does not increase compared to existing conditions.

The detention basins proposed to limit peak flow rates for the developed case will allow this criterion to be achieved.

Frequent Flow Management

To reduce the frequency of disturbance to aquatic ecosystems, to satisfy the frequent flow management criterion it will be necessary to capture and manage the first 15 mm of runoff from impervious surfaces.

This is typically achieved through the reuse of runoff in rainwater tanks and by infiltration through bio-retention systems or other measures.

Due to the highly impervious nature of industrial developments, a considerable volume of runoff will need to be managed. Depending on the method used to calculate the performance of treatment devices, it may be necessary to adopt treatment measures that are larger in size than strictly required to satisfy the water quality criterion.

Given the uncertainty associated with the method of calculation, for the investigation it was assumed that either the continuous simulation method that results in required storage volumes that are similar to those necessary to satisfy the water quality criterion is used, or that additional volume can be provided as part of construction of the treatment devices. In general, the required area of detention basin is greater than that required for water quality treatment, providing an area for the storage of additional water if required. Therefore, it is considered that the areas nominated for detention basins will be sufficient to allow compliance to be achieved with respect to frequent flow management.

The stormwater management assessment conducted for the study areas was based on a series of general assumptions which were applied to each study area and are listed below. Rainfall data was taken from the Intensity Frequency Duration curve for Beaudesert

and applied to each sub catchment.

The Rational Method (as outlined in The Queensland Urban Drainage Manual) was used to calculate the peak discharge from each sub-catchment with the study area.

An initial time of concentration of 10 minutes was adopted for all Rational Method calculations.

The study area was assessed for an industrial land use and assumed to have a fraction impervious of 80%.

It was assumed that in the case of industrial area, stormwater drainage would be required once the 10 year ARI discharge from the contributing catchment was sufficient to require a 750mm diameter pipe to be adequately conveyed.

A gradient of 3% was assumed for each pipe section.

All natural watercourses were maintained.

Detention basin surface areas were calculated based on ensuring no increase in peak flow for events up to and including the 100 year event.

Water quality treatment measures were assumed to require a land area less than that required for detention measures, allowing the measures to be incorporated in the base of detention basins.



5. POPULATION FORECAST

5.1 Bromelton Structure Plan

The water supply and sewerage population forecast was calculated for the Bromelton Regional Development Area based on the work undertaken by Economic Associates and Tract Consultants (as part of the Bromelton Structure Plan). Economic Associates and Tract Consultants had estimated the number of jobs that the BSP would create, based on the land size. The estimated number of jobs is detailed below, in Table 5-1.

Table 5-1 Bromelton Structure Plan Jobs

Definition Jobs Land Area

(ha) Density

(Jobs/ha)

Rural 0 1,523 0

General Industry 13,572 754 18

Rail Dependent Industry 5,778 321 18

TOTAL 19,350 2,598

The 18 jobs per hectare density compares to the 15 Equivalent Tenement (ET) density prescribed to low impact service industrial developments within the SRRC Council Planning Scheme Policy No. 5.

Table 5-2 Industrial Land Use Planning Densities SRRC PSP No. 5

Land Use Planning Density (ET/ha)

Industry: Low Impact/Service 15

Industry High Impact 30

Industry General 30

The equivalent population for the BSP was maintained at the same density as the estimated jobs, totalling 19,350.

5.2 Development Staging

The BSP area is proposed to be developed in five stages. Actual timing of the stages will be developer driven, with the expected first stage to be completed by approximately 2016. Refer to Figure A-2 for an illustration of the development staging and Table 5-3 below for details of the Equivalent Person (EP) for each stage.



Table 5-3 Development Staging

Stage Land Use EP

1

General Industry 2,367

Rail Dependent industry 2,480

Sub Total 4,847

2


Rail Dependent Industry 1,826

Sub Total 5,309

3


Rail Dependent Industry 1,471

Sub Total 4,112

4 General Industry 2,756

5 General Industry 2,326

Total 19,350



6. INFRASTRUCTURE REQUIREMENTS This section details the proposed infrastructure required to service the BSP area for water supply, sewerage and recycled water.

6.1 Potable Water Supply Options

Two options were developed for the provision of potable water to the BSP area:

Option 1 considered providing a full potable supply to the development.

Option 2 considered a recycled water network being used in conjunction with the potable network.

6.1.1 Option 1 Full Potable Supply

6.1.1.1 Source

Significant regional water supply initiatives have occurred within the South East Queensland region as a result of the Water Regulation 2002. The creation of new water supply sources via dams and weirs, desalination plants and a large trunk water supply network (Water Grid) to transport water between regional centres have been developed. In particular relevance to the BSP area, three new water supply sources and reserves have been created within the Scenic Rim Regional Council area, namely the Bromelton Off Stream Storage (BOSS), Cedar Grove Weir and the Wyaralong Dam. Along with the three new water supply sources there has also been identified the need for a regional water treatment plant (WTP). It has been assumed that the regional WTP will be constructed near the Cedar Grove Weir site. The initial timeframe for commissioning of Wyaralong Dam and the regional WTP was the end of 2011. However, recent advice from QWC indicates that the WTP may be deferred. Table 6-1, details the water available at each of the regional sources and commissioning date for each project.

Table 6-1 Regional Water Supply Projects

Water Supply Source Commissioning Date Design Flow

(ML/d)

Bromelton Off Stream Storage August 2008 13

Cedar Grove Weir August 2008 8

Wyaralong Dam & WTP December 2011 50

TOTAL 71

Note: 1 - Original timeframe.

As noted in Section 2.1, from discussion with Council, the Helen Street WTP is nearing capacity with approximately an additional 1,082ET of capacity remaining (at 2.48EP per ET this represents approximately 2,683EP or 14% of the BSP area). QWC have raised the option of augmenting the Helen Street WTP as an interim solution. This would require a continued reliance on Maroon Dam for raw water supply.



The following two alternative longer term source supply options to supply Beaudesert / Bromelton were identified though SRRC / QWC discussion:

A new trunk main from South Logan to Beaudesert with a possible connection onto Canungra. This main may also supply potable water to Bromelton.

A new trunk main from a regional WTP at Cedar Grove Weir to Beaudesert / Bromelton.

6.1.1.2 Storage Requirements

To provide adequate storage to the BSP area it is proposed to use a single reservoir at sufficient height to service the entire site. Figure A-3 illustrates the service area of a reservoir sited at 118m AHD. At full supply the required reservoir storage would need to be approximately 5.6ML to meet the needs of the 19,350EP. Table 6-2 below details the Bromelton Reservoir storage requirements.

Table 6-2 Bromelton Reservoir Details

Location EP Volume

(ML)

% of Bromelton Urban Footprint

Supplied

% of Bromelton

Development Supplied

Lot 4 RP85497 at 118m AHD

19,350 5.61

73 100

Note: 1 Includes 420kL for fire fighting reserve

6.1.1.3 Trunk Reservoir Supply Mains

As discussed in section 6.1.1.1, two long term supply options have been identified by QWC to service Bromelton / Beaudesert. With no decisions yet made on the preferred option, an analysis was done based on full supply to the Bromelton development from each source. When more detail is available on the timing of the QWC preferred option and the Bromelton development, sizing of the relevant trunk supply main can be reassessed. Depending on the strategy adopted by QWC, the South Logan trunk main may be seen as interim supply to Beaudesert / Bromelton with the ultimate source being from the regional WTP in Cedar Grove. For an illustration of the trunk supply main options refer to Figure A-4. South Logan Trunk Main To service the full development at Bromelton, a dedicated 300mm diameter trunk main from Helen Street WTP to the proposed Bromelton Reservoir is required. No information is currently available on sizing or potential timing of the supply main from Logan South. It is unclear whether a pump station will be required or sufficient head would be available in the South Logan main to supply the reservoir in Bromelton. As such, no costs have been allocated for pumping.



Cedar Grove Trunk Main To supply the Bromelton Reservoir a dedicated 300mm diameter trunk main from Cedar Grove WTP is proposed. Council will need to give consideration to a dual main set up due to the length of the proposed trunk main (approximately 21km), to provide security of supply. A dual main set-up would require two 250mm diameter mains to provide full supply to Bromelton. Ultimate Supply Strategy Consideration needs be given to the ultimate supply strategy for Bromelton and Beaudesert. There may be an opportunity to utilise the Cedar Grove WTP trunk supply infrastructure identified in this report (i.e. dual 250mm diameter trunk mains) to supply Beaudesert as well as Bromelton in the longer term. With the additional demand in Beaudesert, this might mean constructing larger diameter mains initially (i.e. dual 300mm diameter), with one main acting as a backup, but having capacity to supply the demands for both Bromelton and Beaudesert should both mains be operated concurrently. Additionally, if an initial supply for Bromelton was to come from the South Logan trunk main via a connecting main from Beaudesert to Bromelton, then this could also act as a reverse supply to Beaudesert from Bromelton (via a possible ultimate Cedar Grove WTP solution). More investigation into the sizing and timing of the infrastructure should be undertaken once a clearer picture of the development staging and regional supply strategies are available Table 6-3 below details the supply trunk main infrastructure configurations to service the full development of the BSP area.

Table 6-3 Potable Supply Trunk Main Options

Supply Source Serviced Diameter

(mm)

Flow Velocity1

(m/s) Headloss

(m/km) L/s1 ML/d

South Logan Trunk Main (Water Grid)

BSP Full Development

300 56.7 4.9 0.96 3.05

Cedar Weir Grove WTP


300 56.7 4.9 0.96 3.05

2502

28.3 2.45 0.69 2.06

Note: 1 L/s flow and velocity calculated based on operation over 20 hours 2 Calculations represent indicative flow through one (1) 250mm main. It was assumed that the flow would be split between the two mains

6.1.1.4 Trunk Reticulation Network

A water supply reticulation network has been proposed based on the adopted EPs and design criteria. To provide full supply (i.e. Maximum Hour and 45L/s fire fighting capacity) a network of trunk reticulation mains would range from a 300mm diameter reservoir outlet main to 150mm diameter mains. Figure A-4 shows the proposed location and configuration of these mains. It is proposed to align these mains with the road corridors where possible.



Table 6-4 Trunk Reticulation Infrastructure

Main Diameter (mm)

Length (m)

150 4,300

200 12,500

250 2,250

300 1,450

TOTAL 20,500

6.1.2 Option 2 Potable Water Network with Recycled Water

With the nature of the industries identified within the BSP area, the Queensland Water Commission (QWC) has recognised the potential for a recycled water component to service the Bromelton development. A desktop analysis was undertaken to determine the infrastructure required to service the development with potable and recycled water. The following assumptions have been made when considering the Average Day Demand balance of the potable and recycled water:

An Average Day Demand (ADD) of 230L/EP/d is to be met by both the potable and recycled;

The recycled water component of the ADD demand being 20L/EP/d plus fire flow*: and,

The potable ADD demand would for this case be 210L/EP/d.

*From discussion with the QWC it was determined that the required fire flow could be serviced from the Recycled Water network.

6.1.2.1 Source

The potable supply options are the same as discussed for Option 1.

6.1.2.2 Storage Requirements

With the recycled water component reducing the Average Day Demand of the Potable Water supply the reservoir storage will also reduced. Table 6-5 details the storage requirements under this scenario. It is proposed to utilise the same location for the reservoir site as discussed in section 6.1.1.2. Figure A-3 details the service extents for the proposed reservoir site.

Table 6-5 Bromelton Potable Water Reservoir

Location EP Volume (ML) % of Bromelton Urban Footprint

Supplied

% of Bromelton Development

Supplied


19,350 4.1 73 100



6.1.2.3 Trunk Reservoir Supply Main

The trunk reservoir supply main options are the same as those identified in Option 1. Table 6-6 below details the supply trunk main infrastructure configurations to service the full development of the BSP area.

Table 6-6 Potable Supply Trunk Main Options

Note: 1 L/s flow and velocity calculated based on operation over 20 hours 2 Calculations represent indicative flow though one (1) 250mm main. It was assumed that the flow would be split evenly between the two mains

6.1.2.4 Trunk Reticulation Network

With the allowance for the Average Day Potable Demand decreasing with a supplementary recycled water supply (fire fighting will be provided from the recycled water network), there will be opportunities to reduce the size of the potable water network within the BSP area. Figure A-5 illustrates the proposed reticulation system alignment (as can be seen where possible within the proposed / existing road corridors). The reticulation network diameters range in size from a 250mm diameter main (the reservoir outlet) through to 100mm diameter mains to service the local areas within the BSP area. Table 6-7 below details the potable water mains required to service the BSP area.

Table 6-7 BSP Reticulation Infrastructure

Main Diameter (mm)

Length (m)

100 8,700

150 8,100

200 1,550

250 2,150

TOTAL 20,500

6.1.3 Interim Servicing

There remains potential to supply the early stages of the BSP development with abbreviated water supply infrastructure. This could include a supply main from Helen Street WTP with a staged reservoir construction on the development site. Alternatively, the pumped supply through the Helen Street supply main could service the development in the interim without the need for onsite storage. Any interim solution would need to be approved by QUU.

Supply Source

Serviced Diameter

(mm)

MDMM Flow Velocity1

(m/s) Headloss

(m/km) L/s1 ML/d

South Logan Trunk Main (Water Grid)


300 47.03 4.06 0.67 2.16

Cedar Weir Grove WTP


300 47.03 4.06 0.67 2.16

2502

23.5 2.03 0.48 2.06



6.2 Sewerage

It is envisaged that the sewerage generated within the BSP area will be treated by a new treatment plant and from discussion with the QWC it is proposed for the effluent produced to be used for agricultural purposes (i.e. irrigation) and supply to the recycled water network should this option be adopted.

6.2.1 Sewerage Treatment Plants

As highlighted in Section 2.2, the Beaudesert Sewerage Treatment Plant (STP) is nearing capacity. In conjunction with the planning (Sub Regional Total Water Management Plans) undertaken by the Queensland Water Commission (QWC), the proposal is for a new STP to be located within the vicinity of the BSP area. This new STP would be sized to include the existing Beaudesert treatment plant capacity and the future requirements from Bromelton and the Beaudesert Township. The new STP is anticipated to be operational by 2016. It is proposed that the existing Beaudesert STP be phased out in 2016 and raw sewage from the Beaudesert Township be transferred to the new Bromelton STP. This study will be based on the STP site being located at Lot 1 of RP164114. The load on the existing STP is approximately 455ML/a, leaving a spare capacity of 202ML/a (553kL/d or 3,689EP). It is proposed to avoid the construction of redundant infrastructure (i.e. temporary pump stations and rising mains from the BSP area to the Beaudesert STP) and allow the new STP within Bromelton to receive flows from the Beaudesert STP to create a base load. As growth projections are unknown for the BSP area, the use of a base load will assist the operation of the new STP. It would be possible to construct the new STP within Bromelton in specific stages. Initially a smaller STP having a 2.82ML/d capacity would be adopted for the BSP area, such that the STP would make provision for 1.02ML/d from stage 1 of Bromelton and 1.8ML/d from the existing Beaudesert STP. Additional stages may be designed to achieve a longer period of operation between augmentations. During the initial stages of the Bromelton STP and prior to the first upgrade, it would be important to consider the utilization of the existing Beaudesert STP.

6.2.2 STP Siting

Figure A-6 illustrates the preferred location of an STP within the BSP area, as indicated by the SRRC. A buffer zone of 500m has been adopted based on a radius from the centre of the proposed lot. To discharge to this site a pump station would be required to transfer the flow from the low point of the trunk gravity sewers indicated in Figure A-6. The pump station would pump into a 2,200m long rising main before discharging at the STP. These would be required as the general topography of the site runs west to east toward the Logan River. Significant pumping is also required to direct sewage from the Beaudesert Township to the new STP. Adequate room will be required at the STP for an Advanced Treatment Plant (ATP) with sufficient capacity to deliver the required 20L/EP/d as discussed in section 6.3.4.

6.2.3 Bromelton Sewer Flows

Figure A-6 details the extent that a gravity main could operate with the current topography of the site and discharge at a pump station near the boundary of sewer catchments 3 and 4. Indicative gravity main sizing has been calculated for each of the 5 identified catchments.



Table 6-8, details the estimated sewage flows for the BSP area.

Table 6-8 Bromelton Structure Plan Area Sewage Flows S

tag

e

Ca

tch

men

t ID

Land use zoning

Total area (ha)

EP ADWF (L/s)

PDWF (L/s)

PWWF (L/s)

1

4 General Industry 81 1451 3.53 11.74 17.63

4 Rail Dependent industry 97 1744 4.24 12.93 21.20



Sub-total 269 4847 11.78 39.22 58.90

2


3 Rail Dependent Industry 47 838 2.04 7.13 10.18





Sub-total 295 5309 12.90 44.58 64.52

3






Sub Total 228 4112 9.99 36.37 49.97

4




Sub Total 153 2756 6.70 23.72 33.49

5 1 General Industry 128 2309 5.61 17.11 28.05

4 General Industry 1 17 0.04 0.32 0.21 Sub Total 129 2326 5.65 17.44 28.26

Total 1075 19350 47.03 161.32 235.15

6.2.4 Bromelton Sewerage Infrastructure

A pump station will be required at the low point of the catchment, as indicated on Figure A-5. The pump station and rising main capacity requirements are influenced by the proposed staging plan. A summary of this external trunk infrastructure required for each of the stages in the Bromelton Structure Plan Area development are indicated in Table 6-9. In planning for a staged approach, gravity mains were sized to service the full development scenario and no provision was made for constructing smaller infrastructure and then upgrading the same when required, with the rising mains and pump station being the exception. The practicality of this assumption and the ability to achieve self-cleansing velocities in gravity sewers for initial stages of the development will have to be confirmed at preliminary design stage.



Note that sewerage infrastructure identified within the BSP area itself is an estimate only. The alignment and size of gravity mains within the development will depend on finished surface levels, the final lot configuration and discharge points. This estimated internal trunk main infrastructure is shown Table 6-10.

Table 6-9 External Sewerage Infrastructure Requirements

Stage Description Quantity

1

Trunk gravity main - 300mm 1000 m


Pump station size (kW) 65 kW

Rising main 300mm 2200 m

STP capacity (Bromelton only) 1.02 ML/d

2






3


Rising main 300mm 2200 m

Pump station size - upgraded (kW) 108 kW


4 Trunk gravity main 225mm 450 m


5 STP capacity (Bromelton only) 4.06 ML/d

Table 6-10 Estimated Internal Sewerage Trunk Main Requirements

If the assumption is made that the Bromelton STP will be commissioned in the year 2016 with a capacity to treat sewage from Stage 1 from Bromelton well as sewage from the current Beaudesert STP (equivalent to its design capacity of 1.8ML/d), the new STP would require a design capacity of 2.82ML/d. Because actual timing for the Bromelton development is unknown, planning for a staged approach for the new Bromelton STP upgrading cannot be executed to an acceptable accuracy level. Table 6-11 gives a summary of the estimated design capacities required by the STP at each of the Bromelton development stages, as well as the existing Beaudesert STP design capacity.

Stage Catchment

ID

Length (m) Total (m)

225mm 300mm

1

4 1200 1000 2200

5 1200 1200

Sub Total 2400 2400

2 3 1200 1200

3

2 1200 1200

3 1200 1200

Sub Total 2400 2400

5 1 1500 1500

Total 6300 2200 8500



Table 6-11 Bromelton STP Capacities

Development area

Capacity (ML/d)

Stage 1 (2016)

Stage 21

Stage 31 Stage 4

1 Stage 5

1

Bromelton 1.02 2.13 3.00 3.58 4.06

Beaudesert STP 1.80 - - - -

Total 2.82 - - - - Note: 1 Timing of Stage not available

6.2.5 Interim Servicing

Interim sewerage treatment options for servicing the early stages of the development without the need for construction of the new STP are limited. Onsite treatment of more than 21 EPs would constitute an Environment Relevant Activity (ERA) and as such would require an ERA 63(1) application to the Department of Environment and Resource Management (DERM). Further, delaying of the construction of the new STP would impact on the recycled water supply as the Advanced Treatment Plant (ATP) proposed for the new STP site would require effluent discharged from the new STP.

6.3 Recycled Water

6.3.1 Source and Storage

The source of supply for the recycled water within the BSP area will comprise flow from the local industrial lots. This section detailed the projected flows and infrastructure required for the servicing of Bromelton with recycled water. To provide sufficient storage for the recycled water to be utilised within the BSP area a reservoir, within the same proximity of the potable water reservoir would be required. Table 6-12, details the storage infrastructure to service the BSP area.

Table 6-12 Bromelton Recycled Water Storage

Location EP Volume (ML) % of Bromelton Urban Footprint

Supplied


19,350 1.4 73

To separate the potable and recycled water networks, a pressure differential of 10m was allowed for at the reservoir site. However, should this not be possible with the selected sites, network pressure reduction (installation of a Pressure Reducing Valve (PRV)) would be required for the recycled water network.

6.3.2 Trunk Reservoir Supply Main

To provide flow to the reservoir based on the demand for recycled water within the BSP area a 150mm diameter trunk main would be required.

Table 6-13 details the trunk main.



Table 6-13 Bromelton Recycled Water Trunk Main

Diameter (mm) Flow

Velocity (m/s) Headloss

(m/km) L/s ML/d

150 10.121

0.87 0.691

3.68

1. L/s flow and velocity calculated based on operation over 20 hours

6.3.3 Trunk Reticulation Network

As the fire fighting capacity will be carried within the recycled water mains. The sizes of these mains will be larger than the potable mains as detailed in Section 6.1.2.4. Figure A-7 illustrates the proposed alignment (where possible within road corridors). The reticulation main network ranges in size from 300mm to 150mm diameter mains to service the local areas within Bromelton. Table 6-14 below details the potable water mains required to service the BSP area.

Table 6-14 Trunk Reticulation Infrastructure

Main Diameter (mm) Length (m)

150 8,650

200 9,400

250 1,000

300 1,450

TOTAL 20,500

6.3.4 Advanced Treatment

An Advanced Treatment Plant (ATP) with sufficient capacity to deliver the required 20L/EP/d will be required as discussed in section 6.2.2. The advanced treatment of the STP effluent would be required to be treated to a Class A+ standard for use within a recycled water network. Table 6-15 details the ATP design capacities required for the BSP area staging.

Table 6-15 Bromelton ATP Capacities

Capacity (kL/d)

Stage 1 Stage 2 Stage 3 Stage 4 Stage 5

97 203 285 340 387



6.4 Stormwater Management

6.4.1 Overview

For the purposes of the structure plan, it was assumed that trunk drainage systems will be provided to convey runoff from developed areas. Detention basins will be provided with the treatment of runoff provided within the base of the detention basins to minimise the aerial requirements for stormwater management. It is stressed that the solution adopted for the purpose of this plan is only one solution and potentially the worst case in terms of infrastructure cost. The use of more water sensitive drainage details such as swales to replace pipes in areas where slopes permit could reduce the cost of infrastructure, albeit with potential costs associated with additional land requirements. Similarly, when the area is ultimately developed it may be preferable to complete water quality treatment either within each lot and or within the streetscape. The area of water sensitive urban design is one that is rapidly evolving and the strategy presented in this report is not intended to preclude site specific designs based on best practice at the time that the area is actually developed. However, at this point in time the drainage requirements nominated in the report are considered a reasonable estimate of the likely works and cost to provide stormwater infrastructure to the area. Finally, it can be noted that trunk drainage infrastructure follows the fall of the land. Depending on the internal road network adopted within developed areas, the actual location and length of pipe used may vary.

6.4.2 Detailed sizing

Based on the assumptions outlined above the catchment areas required for a range of pipe sizes were determined. The results of these calculations are presented in Table 6-16.

Table 6-16 Contributing Areas and Discharges

Pipe Diameter Contributing Catchment

Area and Peak Q10 Discharges

750mm 5 ha, 1.76 m/s

1050mm 9 ha, 3.17 m/s

1200mm 14 ha, 4.93 m/s

1500mm 31 ha, 10.92m/s

1800mm 39 ha, 13.6m/s

Each study area was then assessed individually using topographic and watercourse information to determine the potential location of stormwater drainage. The study area was delineated into sub-areas according to those presented above and the associated pipe network developed. Table 6-16 summarises the lengths of stormwater pipes required according to pipe diameter and study area. The detention basins required to ameliorate the impact of development were sized using empirical equations based on the Queensland Urban Drainage Manual. Detention basins with a total area of 50 hectares are necessary to offset the impact of development. The proposed trunk infrastructure and detention basin locations are shown on Figure 1 in Appendix B.



7. CAPITAL COSTS This section details the cost of the infrastructure identified in this report. More comprehensive costing of the infrastructure will be delivered in the Priority Infrastructure Plan currently being undertaken by Council for the Beaudesert Shire Planning Scheme 2007. The unit rates detailed below are based on June 2009 rates and prices. The quantities and cost estimates presented in this report are order of costs and are an indicative engineering estimate. They are based on Cordells and Rawlinsons cost data and our engineering experience on similar projects. These quantities and cost estimates are not Quantity Surveyor quantities or estimates. Cardno do not warrant the accuracy of these quantities or estimates in any way and they should be used for indicative budgeting purposes.

7.1 Water Supply

7.1.1 Potable Supply Trunk Main

Note it is unclear if LinkWater, who are responsible for bulk delivery infrastructure in SEQ, would be the responsible for the supply trunk main from Cedar Grove WTP to Bromelton. The costs however, have been included here. Table 7-1 details the cost of the supply trunk main for each supply option.

Table 7-1 Supply Trunk Main

Option

Size2

Quantity Unit Cost Total

Cost ($M)

Cedar Grove Weir WTP to Bromelton Reservoir

Dual 250 mm 21000 m $ 925 /m $19.431

Helen Street WTP to Bromelton Reservoir (via South Logan water main)

300 mm 9000 m $ 685 /m $6.171

Note: 1 Pumping costs not included 2 - Sized to supply full BSP area development.

7.1.2 Full Potable Supply

Table 7-2 details the cost of the full potable supply option, excluding costs associated with the potable trunk supply main and treatment. Note that staging is indicative only and will be dependent the timing and location of actual development.



Table 7-2 Full Potable Network Infrastructure

Infrastructure Stage Size Quantity Unit Cost Total Cost

($M)

Reservoir 1 5.6 ML 1 $ 525,000 /ML $2.94

Water Supply Network Mains

1

150 mm 950 m $ 337 /m $0.32

200 mm 3100 m $ 437 /m $1.35

250 mm 700 m $ 553 /m $0.39

300 mm 1450 m $ 685 /m $0.99

Sub Total $5.99

2

150 mm 1450 m $ 337 /m $0.49

200 mm 6400 m $ 437 /m $2.80

250 mm 1550 m $ 553 /m $0.86

Sub Total $4.14

4

150 mm 1900 m $ 337 /m $0.64

200 mm 3000 m $ 437 /m $1.31

Sub Total $1.95

Total $12.09 Note: 1 Cost is based on dual mains being laid within the same trench. 2 Unit cost assumed: urban area with good soil at minimum depth with 20% contingencies

Potable Water Network with Recycled Water Table 7-3 details the cost of the potable and recycled water supply option, excluding costs associated with the potable trunk supply main and treatment.



Table 7-3 Potable and Recycled Infrastructure (Dual Reticulation)

Infrastructure Stage Size Quantity Unit Cost Total Cost ($M)

Potable Reservoir 1 4.1 ML 1 $ 570,000/ML $2.34

Potable Water Supply Network

Mains

1 150 mm 4600 m $ 337 /m $1.55

250 mm 2150 m $ 553 /m $1.19

2 100 mm 5550 m $ 252 /m $1.40

150 mm 550 m $ 337 /m $0.19

3 150 mm 1450 m $ 337 /m $0.49

200 mm 1550 m $ 437 /m $0.68

4 100 mm 3150 m $ 252 /m $0.79

150 mm 1500 m $ 337 /m $0.50

Sub Total $9.12

Recycled Reservoir

1 1.4 ML 1 $ 940,000/ML $1.32

STP Supply Trunk Main

1 150 mm 4000 m $ 337 /m $1.35

Recycled Water Supply Network

Mains

1

150 mm 2450 m $ 337 /m $0.82

200 mm 2000 m $ 437 /m $0.87

250 mm 1000 m $ 553 /m $0.55

300 mm 1450 m $ 685 /m $0.99

2 150 mm 3050 m $ 337 /m $1.03

200 mm 5900 m $ 437 /m $2.58

4 150 mm 3150 m $ 337 /m $1.06

200 mm 1500 m $ 437 /m $0.66

Sub Total $11.23

Total $20.35



Table 7-4 details the cost of the potable and recycled water supply option.

Table 7-4 Total Cost of Potable Plus Recycled Water Network

Stage Reservoir Costs

($M) Network Main

Costs ($M) Total Cost

($M)

1 $3.65 $5.98 $9.63

2

$5.19 $5.19

3

$1.17 $1.17

4 & 5

$3.01 $3.01

Total $3.65 $15.35 $19.00

7.1.3 Water Supply Cost Summary

Table 7-5 details the total cost of the potable and recycled water supply main options for the two potable water supply alternatives. These costs exclude water treatment infrastructure.

Table 7-5 Summary of Supply Option Costs

Potable Supply Source Option

Total Cost ($M)

Full Potable Potable + Recycled

South Logan Trunk Main $18.25 $26.51

Cedar Weir Grove WTP $31.35 $39.77

To provide a full potable supply to the BSP area the total cost is estimated to be between $18 and $32 million, depending on the potable supply source. Providing a potable network with a recycled water network results in costs of between $27 & $40 million.



7.2 Sewerage

Table 7-6 details the total cost of the sewerage infrastructure required to service Bromelton. Note that sewerage infrastructure identified within the BSP area itself is an estimate only. The alignment and size of gravity mains within the development will depend on finished surface levels, the final lot configuration and discharge points.

Table 7-6 Sewerage Infrastructure Costs

Infrastructure Size Quantity Unit Cost Total Cost

($M)

Stage 1

Trunk gravity main

225mm 2400 m 539 $/m 1.29

300mm 2000 m 875 $/m 1.75

375mm 800 m 1093 $/m 0.87

Pump station 65 kW 1 $520,000 0.52

Rising main 300mm 2200 m 1029 $/m 2.26

Sub Total 6.70

Stage 2

Trunk gravity main

225mm 700 m 539 $/m 0.38

300mm 1425 m 875 $/m 1.25

375mm 1400 m 1093 $/m 1.53

450mm 725 m 1250 $/m 0.91

Sub Total 4.06

Stage 3

Trunk gravity main 225mm 2400 m 539 $/m 1.29

300mm 2075 m 875 $/m 1.82

Rising main additional and parallel to 300mm

300mm 2200 m 1029 $/m 2.26

Pump station - upgraded 108 kW 1 $400,000 0.40

Sub Total 5.77

Stage 4


Sub Total 0.24

Stage 5


Sub Total 0.81

Total 17.59



The Bromelton STP will initially be required to treat sewage from Stage 1 of the BSP area as well as sewage flows redirected from the existing Beaudesert STP. The new STP would require a design capacity of 2.82ML/d.

Table 7-7 below summarises the Stage 1 capital costs for the STP and ATP.

Table 7-7 Stage 1 Treatment Costs

Infrastructure Design Capacity

(ML/d) Cost ($M)

STP 2.82 $19.0

ATP 0.97 $0.7

Total $19.7 Note: 1 Services BSP area and Beaudesert Township 2 Services BSP area only No costs have been allocated for redirecting the Beaudesert STP sewer flow to the new Bromelton STP.



7.3 Stormwater

A preliminary estimate on the costs for construction of the stormwater drainage system for each study area was conducted based on the following cost rates (refer to Table 7-8). These rates include purchase and installation of each pipe section.

Table 7-8 Estimated Pipe Cost Rates

Pipe Diameter (mm) Cost Rate ($/m)

750 $254

900 $384

1050 $438

1200 $683

1500 $822

1800 $1250

The estimated cost of the trunk drainage is listed in Table 7-9.

Table 7-9 Estimated Pipe Costs

Staging Pipe Diameter (mm)

750 1,050 1,200 1,500 1,800 Total

1 Length (m) 2,058 1,238 540 481 n/a 4,317 m

Total Cost( $M) 0.52 0.542 0.37 0.39 n/a $1.82

2 Length (m) 1,238 1,178 370 n/a n/a 2,786 m

Total Cost ($M) 0.31 0.52 0.25 n/a n/a $1.08

3 Length (m) 1,656 617 536 n/a 308 3,117 m

Total Cost ($M) 0.42 0.27 0.37 n/a 0.38 $1.44

4 Length (m) 791 151 n/a n/a n/a 942 m

Total Cost ($M) 0.20 0.07 n/a n/a n/a $0.27

5 Length (m) 527 n/a n/a n/a n/a 527 m

Total Cost ($M) 0.133 n/a n/a n/a n/a $0.13

TOTAL

Length (m) 6,270 3,184 1,446 481 308 11,689 m

Total Cost ($M)

1.59 1.39 0.99 0.39 0.38 $4.74



The total area required for detention basins was calculated for each study area is summarised in Table 7-10. Given likely construction rates, the cost of detention basins/ water quality treatment measures was assumed to be $800,000 per hectare of basin area.

Table 7-10 Stormwater Detention Basin / Treatment Area Requirements

Stage Total Detention Basin Area Requirement (ha)

Estimated Cost ($M)

1 12.7 10.16

2 13.8 11.04

3 11.2 8.96

4 7.3 5.84

5 5.7 4.56

Total 50.7 40.56



8. CONCLUSIONS Bromelton is identified as a Regional Development area in the SEQ Regional Plan and also declared as a State Development Area in August 2008 under the State Development and Public Works Organisation Act. It is a proposed intermodal transport hub and industrial area of regional significance, which will accommodate an Equivalent Population of 19,350. Situated approximately 5 km to the west of Beaudesert, Bromelton is located within the Scenic Rim Regional Council area. An investigation to determine the water supply, sewerage and stormwater infrastructure to service development within the Bromelton Structure Plan area has been undertaken. The QWCs SRWMP provide an outline of water management within a development area. Covered in the plan are water usage allowances. The Bromelton SRWMP does suggest the use of recycled water both for industrial use and agricultural. The use of alternative water sources and recycled water within the BSP area does allow for some reduction of the design criteria. Table 8-1, details the design criteria utilised for this structure plan.

Table 8-1 Adopted Design Flows for Bromelton

Full Water Supply ADD

Potable Water Component ADD

Recycled Water ADD

Sewerage ADWF

230L/EP/d 210L/EP/d 20L/EP/d 210L/EP/d

Water Supply

Water Sources The Helen Street WTP in Beaudesert is currently nearing capacity and so two alternative long term potable water source options have been identified, being:

A new trunk main from South Logan to Beaudesert. An investigation is currently underway by the QWC for the feasibility of supplying Beaudesert and possibly Bromelton via this new main.

A regional WTP based at Cedar Grove Weir. This option is also under investigation by QWC.

Networks Two options were analysed for the water supply network, being either full supply or in conjunction with a recycled water network. Figure A-4 and Figure A-5 illustrate the proposed alignment of the potable water mains for the two supply options. To provide potable water to Bromelton, the associated infrastructure (not including treatment) is estimated to be between $18 and $32 million depending on the potable supply option and the supply source. Figure A-7 details the recycled water infrastructure required. The total cost of providing both a potable and recycled water network (not including treatment) is estimated to be between $27 and $40 million depending on the potable supply source.



Sewerage

The external sewerage infrastructure required to service the BSP area is based on the proposed STP site identified by SRRC. The STP is to cater for both the BSP area and Beaudesert Township and is proposed to be online in 2016. Trunk gravity mains have been identified on the northern and eastern perimeter of the development to deliver flows to a proposed pump station. This pump station will discharge sewage south into a proposed STP. Note that sewerage infrastructure identified within the BSP area itself is an estimate only. The alignment and size of gravity mains within the development will depend on finished surface levels, the final lot configuration and discharge points. Refer to Figure A-6 for illustration of the proposed external sewerage network. The cost of providing sewerage network infrastructure for the full Bromelton development is estimated at $17.6 million. This figure excludes treatment costs, which is estimated to be $19.7 million for Stage 1 only.

Stormwater

The requirements for trunk drainage infrastructure were assessed. The infrastructure was considered to comprise the following:

Underground piped drainage of minor flows;

Detention basins to ameliorate impact of development on peak flow rates; and

Water quality treatment devices to ensure that the Environmental Values of downstream receiving bodies are protected.

The cost to construct the piped drainage network was assessed as being $4.74 million, with the combined cost of the detention basins and water quality treatment devices was calculated to be $40.56 million.

APPENDIX A

Water Supply & Sewerage Figures

Scenic Rim Regional Council Version 4 August 2010 M:\7637-06\Word\ver 2\Infrastructure Report WSS v4.docx Commercial in Confidence

Water Supply & Sewerage Figures

Figure A-1 Bromelton Regional Development Area Locality

Figure A-2 Development Staging

Figure A-3 Reservoir Siting

Figure A-4 Water Supply - Full Potable Network

Figure A-5 Water Supply Dual Reticulation - Potable Water Network

Figure A-6 Sewerage Infrastructure

Figure A-7 Water Supply Dual Reticulation - Recycled Water Network

Figure A-1

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Bromelton Regional Development Area

Structure Plan Area

Date: August 2010

Revision Number:

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BROMELTON REGIONAL DEVELOPMENT AREA … REGIONAL DEVELOPMENT AREA Water Supply, Sewerage and Stormwater Infrastructure Report Job Number: 7637-06 Prepared for: Scenic Rim Regional