Stormwater Quality Management Plan - Yaroomba Beach · development proposal over the site is for...

Yaroomba Village and International Resort, SQMP; Revision B; 23.03.2017 | The SMEC Group | 1

Yaroomba Village and International Resort

Stormwater Quality Management Plan

23 March 2017

www.smec.com


DOCUMENT/REPORT CONTROL FORM

File Location Name: I:\Projects\30031110\005_Ops\Water

Resources\Report\SQMP\30031110_Yaroomba_SQMP_RevB_20170314.docx

Project Name: Yaroomba Village and International Resort, SQMP

Project Number: 30031110

Revision Number: Rev B

Revision History

Revision # Date Prepared by Reviewed by Approved for Issue by

Rev A 12.09.2013 Leon Evans Ashley Zanetti Chris Green

Rev B 23.03.2017 Kellie Thomsen Brendon Bolt Carl Wilkinson

Issue Register

Distribution List Date Issued Number of Copies

Sekisui House x1 electronic

Office Library [Sunshine Coast] x1 electronic

SMEC Project File x1 electronic

SMEC Company Details

[SMEC]

Level 1, Building C, 6 Innovation Parkway, Birtinya, QLD, 4575

Tel: +07-3029 6700

Email: [email protected] Website: www.smec.com

The information within this document is and shall remain the property of:

Sekisui House and SMEC.

mailto:[email protected]

http://www.smec.com/


IMPORTANT NOTICE

This report is confidential and is provided solely for the purposes of outlining stormwater management measures for the property owned by Sekisui House at David Low Way, Yaroomba. This report is provided pursuant to a Consultancy Agreement between SMEC Australia Pty Limited (“SMEC”) and Sekisui House under which SMEC undertook to perform a specific and limited task for Sekisui House . This report is strictly limited to the matters stated in it and subject to the various assumptions, qualifications and limitations in it and does not apply by implication to other matters. SMEC makes no representation that the scope, assumptions, qualifications and exclusions set out in this report will be suitable or sufficient for other purposes nor that the content of the report covers all matters which you may regard as material for your purposes.

This report must be read as a whole. The executive summary is not a substitute for this. Any subsequent report must be read in conjunction with this report.

The report supersedes all previous draft or interim reports, whether written or presented orally, before the date of this report. This report has not and will not be updated for events or transactions occurring after the date of the report or any other matters which might have a material effect on its contents or which come to light after the date of the report. SMEC is not obliged to inform you of any such event, transaction or matter nor to update the report for anything that occurs, or of which SMEC becomes aware, after the date of this report.

Unless expressly agreed otherwise in writing, SMEC does not accept a duty of care or any other legal responsibility whatsoever in relation to this report, or any related enquiries, advice or other work, nor does SMEC make any representation in connection with this report, to any person other than Sekisui House .Any other person who receives a draft or a copy of this report (or any part of it) or discusses it (or any part of it) or any related matter with SMEC, does so on the basis that he or she acknowledges and accepts that he or she may not rely on this report nor on any related information or advice given by SMEC for any purpose whatsoever.


TABLE OF CONTENTS

INTRODUCTION .............................................................................................................................6

1.1. Site Characteristics ............................................................................................................ 6

2. STORMWATER QUALITY MANAGEMENT .................................................................................8

2.1. Design Objectives .............................................................................................................. 8 2.2. Stormwater Quality Strategy ............................................................................................. 8 2.3. Modelling Approach .......................................................................................................... 9

MUSIC Parameters .................................................................................................... 9 Catchment Areas .....................................................................................................10 MUSIC Model Layout ...............................................................................................10

2.4. Treatment Measures .......................................................................................................12

Rainwater Harvesting Tanks ....................................................................................12 Bioretention Swales .................................................................................................12 Bioretention Basins .................................................................................................12 WSUD Measures ......................................................................................................13

2.5. Music Results ...................................................................................................................15

3. CONSTRUCTION MANAGEMENT ........................................................................................... 16

4. OPERATIONAL PHASE STORMWATER MANAGEMENT ............................................................ 17

5. CONCLUSION AND RECOMMENDATIONS .............................................................................. 18

6. REFERENCES ......................................................................................................................... 19

APPENDIX A SITE LAYOUT ...................................................................................................... 20


LIST OF FIGURES

Figure 0-1: Locality Plan (Source: GoogleMaps 2017) .............................................................................. 7 Figure 2-1: Schematic of Proposed Treatment Strategy .......................................................................... 8 Figure 2-2: MUISC Model Layout ...........................................................................................................11 Figure 2-3: Typical Bio-retention basin Cross-section (FAWB 2009) ......................................................13 Figure 2-4: Water Quality Catchment and Indicative Locality Plan........................................................14


LIST OF TABLES

Table 2-1 MUSIC Rainfall-runoff parameters ........................................................................................... 9 Table 2-2 MUSIC Base and Storm Flow Concentration Parameters ........................................................ 9 Table 2-3 MUSIC Catchments .................................................................................................................10 Table 2-4 Proposed WSUD measures to achieve WQO’s .......................................................................13 Table 2-5 MUSIC Results ........................................................................................................................15


1. INTRODUCTION

SMEC has been commissioned by Sekisui House to develop a Stormwater Quality Management Plan (SQMP) to support a Material Change of Use application for the development of a development site at David Low Way, Yaroomba known as the Yaroomba Village and International Resort (formerly the Beachside Precinct).

The Beachside Precinct was part of the Historical Hyatt Master Plan, located on the eastern side of the David Low Way in Yaroomba. The original plans for the site developed in 2005 included a resort and gated residential subdivision.

The plan for the site includes a revised density residential development, centred around a major 5-star (6-star green rating) international resort hotel equipped with public amenities. The development proposal over the site is for Stage 1 (refer Appendix A). This SQMP has been prepared to address the entire development site Stages 1 to 5. Whilst the development intent of Stage 1 is known, the anticipated development intensities for the remaining stages 2 to 5 were represented.

The Pollution Load Reduction Targets have been derived from the “Stormwater Management Code” of the Sunshine Coast Planning Scheme 2014. From this, the load based Water Quality Objectives (WQO’s) stipulated in the State Planning Policy – July 2014 (DSDSIP) for the South East Queensland region will be adopted for the site. The purpose of this SMP is to identify the stormwater quality and detention options required to be implemented within the site to achieve elements of these codes. The objectives of this SMP are to:

• Ensure the proposed development maintains or improves the environmental values ofthe receiving waters within the receiving catchment throughout the operational phase;

• Consider suitable Stormwater Quality Improvement Devices (SQID’s) based on WaterSensitive Urban Design (WSUD) principles;

• Recommend an appropriate stormwater treatment strategy for the proposeddevelopment that complies with Sunshine Coast Council (SCC) water quality objectives;

A previous Stormwater Quality Management Plan (12 September 2013) was prepared by SMEC for the previous development layout over the site. This report and its recommendations supersedes the SMEC (2013) report.

1.1. Site Characteristics

The location of the proposed development site is shown in Figure 1-1.

The proposed developed site is located on the eastern side of the David Low Way at Yaroomba, and is bound by an existing residential estate (Beachside South) in the south, Warragah Parade to the north and the ocean to the east.

The catchment affecting the site itself, on the eastern side of David Low Way is approximately 49 ha and elevations range from 23.0 to 2.5m AHD. Steep slopes are seen in the dunal area, however, the area of development site is predominately flat. Runoff from the site flows across David Low Way to the west, before flowing south across Tanah Street to an open drain which travels south through to Suncoast Drive and the Mt Coolum golf course. A larger catchment (318 ha) exists on the western side of David Low Way and contributes to Tanah Street culverts.

The land-use of the site previously formed part of the Hyatt Regency golf course, but construction works stemming from previous applications over the site has seen the southern portion of the site be developed with residential allotments, entry road and main lake already having been constructed.

The proposed development layout is provided in Appendix A.


Figure 1-1: Locality Plan (Source: MyMaps 2017)

SITE


2. STORMWATER QUALITY MANAGEMENT

2.1. Design Objectives

Water quality objectives or performance criteria for the proposed development are those stipulated in the State Planning Policy – July 2014 (DSDSIP) for the South East Queensland region. The applicable water quality design objectives for the site are shown in below, which specify that the following load-reduction targets must be achieved when comparing the post-developed unmitigated site to the post-developed mitigated site:

80% reduction in Total Suspended Solids (Sediment) (TSS);

60% reduction in Total Phosphorus (TP);

45% reduction in Total Nitrogen (TN); and

90% reduction in Gross Pollutants (GP).

As pollutant export modelling typically focuses on nutrient and sediment transport during the post-construction phase, these pollutants will be the main focus of modelling assessments.

2.2. Stormwater Quality Strategy

The treatment strategy flow chart for the site is outlined below in Figure 2-1. It is proposed that rainwater from roofed areas will be collected in rainwater tanks and re-used for irrigation, with overflows and all other runoff from all developable areas of the site be directed to a bioretention swale or bioretention basin prior to discharging into the central lake. It is proposed that the water quality objectives will be achieved prior to entering the central lake. There will be some minor catchments which cannot be directed to a treatment device.

Figure 2-1: Schematic of Proposed Treatment Strategy


2.3. Modelling Approach

MUSIC Parameters

An assessment of stormwater runoff quality from the proposed development site has been assessed using the Cooperative Research Centre for Catchment Hydrology’s (CRCCH) Model for Urban Stormwater Improvement Conceptualisation (MUSIC). MUSIC is a decision support tool, used to plan and design appropriate urban stormwater management systems at the conceptual level. MUSIC Version 6.2, released in 2016, was used in this assessment.

Climate data for the catchment was sourced from the MUSIC model database. The rainfall and evaporation data template for this site has been based on data from Nambour DPI from 1/1/1989- 31/12/1998 with six (6) minute rainfall duration.

The “MUSIC Modelling Guidelines” (Water By Design, 2010) were used as the basis for constructing the MUSIC model. The default parameters of the MUSIC model were used in representing the treatment nodes (where applicable). Table 2-1 and Table 2-2 outline the adopted source node parameters that were used in the MUSIC model.

Table 2-1 MUSIC Rainfall-runoff parameters

Parameter Urban

Rainfall Threshold (mm) 1

Soil Capacity (mm) 500

Initial Storage (%) 10

Field Capacity 200

Infiltration Capacity Coefficient a 211

Infiltration Capacity Coefficient b 5

Initial Depth (mm) 50

Daily Recharge Rate (%) 28

Daily Base Flow Rate (%) 27

Daily Deep Seepage Rate (%) 0

Table 2-2 MUSIC Base and Storm Flow Concentration Parameters

Land Use category Log10 TSS (mg/L) Log10 TP (mg/L) Log10 TN (mg/L)

Mean Std Dev Mean Std Dev Mean Std Dev

Roof Baseflow 0.00 0.00 0.00 0.00 0.00 0.00

Stormflow 1.3 0.39 -0.89 0.31 0.26 0.23

Road Baseflow 1.00 0.34 -0.97 0.31 0.20 0.20

Stormflow 2.43 0.39 -0.30 0.31 0.26 0.23

Ground Baseflow 1.00 0.34 -0.97 0.31 0.20 0.20

Stormflow 2.18 0.39 -0.47 0.31 0.26 0.23


Catchment Areas

The developable are of the site has been represented as three source nodes; being roof, road / driveway and ground / landscape area. Majority of the site will be collected by the internal drainage system for treatment. Catchment areas used to represent the development are detailed below in Table 2-3, with the respective impervious percentages noted. The road area represents the pavement surface and has been modelled as 100% impervious. Details of the catchment plan are provided in Figure 2-4.

Table 2-3 MUSIC Catchments

Catchment Roof Road Ground TOTAL

% Impervious 100 100 20 -

1 0.000 0.270 0.626 0.896

2 0.220 0.294 0.662 1.176

3 0.000 0.324 0.649 0.973

4 0.096 0.000 0.269 0.365

5 0.131 0.094 0.325 0.550

6 0.324 0.416 1.129 1.869

7 0.000 0.113 0.214 0.327

8 0.000 0.206 0.224 0.430

9 0.119 0.426 0.759 1.304

10 0.000 0.049 0.069 0.119

11 0.117 0.131 0.355 0.603

12 0.057 0.100 0.251 0.408

13 0.074 0.086 0.253 0.412

14 0.068 0.350 0.697 1.116

15 0.147 0.176 0.551 0.874

16 0.096 0.721 1.122 1.938

17 0.141 0.000 0.154 0.295

18 0.000 0.174 0.349 0.523

19 0.121 0.076 0.351 0.548

Total Area 1.711 4.005 9.008 14.724

MUSIC Model Layout

As the management of urban stormwater needs to take a holistic approach, appropriate

management measures need to be implemented to form a treatment strategy. The correct utilisation

of devices within the treatment strategy is imperative to target the desired pollutants, from the gross

solids to the fine colloidal partials. Figure 2-2 shows the MUSIC model layout for the development.


Figure 2-2: MUISC Model Layout


2.4. Treatment Measures

The MUSIC model has been simulated based on the proposed development layout only. Device sizes were optimized until the target WQO’s were met or site constraints prevented further expansion. To meet the WQO’s rainwater tanks, bioretention swale and a number of bioretention basins were considered for the treatment strategy. Figure 2-4 details the catchment plan and locations of the rainwater tanks, bioretention swales and bioretention basins in relation to the development.

Rainwater Harvesting Tanks

As well as reducing the demand on potable water, the collection of roof runoff will reduce catchment stormwater quantities through the utilisation of tank water for residential irrigation and non-potable use. The use of rainwater tanks will enable separation of “clean” roof runoff from the hardstand runoff. Any overflows from the tanks will be discharged to the bioretention basins where possible (refer to the stormwater treatment layout figure in Figure 2-4).

Rainwater tanks have been modelled as lumped tanks and included reuse demand properties based on irrigation demand only. Storage requirements are shown in Table 2-4. The volumes in Table 2-4 are approximately the total rainwater tank storage volumes required for their respective catchments.

Rainwater tank demands (for outdoor use) were based on the higher annual irrigation application of 730mm (for highly managed sites) and an assumption that 70% of the non-roof area of the development site will be irrigated. Overflows would then be directed to a bioretention system.

Bioretention Swales

Bioretention swales provide both stormwater treatment and conveyance functions, combining a bioretention system installed in the base of a swale that is designed to convey stormwater as part of a minor and/or major drainage system. The swale component provides pre-treatment of stormwater to remove course to medium sediments while the bioretention system removes finer particulates and associated contaminants. Bioretention swales provide flow retardation for frequent storm events and are particularly efficient at removing nutrients.

The bioretention swale treatment process operates by filtering stormwater runoff though surface vegetation associated with the swale and then percolating the runoff through prescribed filter media, forming the bioretention component with provides treatment through fine filtration, extended detention treatment and some biological uptake.

Bioretention Basins

Bioretention basins are vegetated areas where runoff is filtered through a filter media layer (e.g. sandy loam) as it percolates downwards. It is then collected via perforated under-drains and flows to downstream waterways or to storage for reuse. Bioretention basins often use temporary ponding above the filter media surface to increase the volume of runoff treated though the filter media. They treat stormwater in the same way as bioretention swales; however, ‘above design’ flows are conveyed through overflow pits or bypass paths rather than over the filter media. This has the advantage of protecting the filter media surface from high velocities that can dislodge collected pollutants or scour vegetation.

Bioretention basins operate by filtering stormwater runoff through densely planted surface vegetation and then percolating runoff through a prescribed filter media. During percolation, pollutants are retained through fine filtration, adsorption and some biological uptake. The vegetation in a bioretention system is a vital functional element of the system providing a substrate for biofilm growth within the upper layer of the filter media. Vegetation facilities the transport of oxygen to the soil and enhances soil microbial communities which enhance biological transformation of pollutants.


A typical section of a bioretention system is provided below in Figure 2-3.

Figure 2-3: Typical Bio-retention basin Cross-section (FAWB 2009)

WSUD Measures

Based on the modelling of the development’s proposed treatment train layout, the proposed bio-retention basin features are as follows in Table 2-4.

Table 2-4 Proposed WSUD measures to achieve WQO’s

Catchment Bio-swales Length (m)

Bio-Basin Filter/Surface Area (m2)

Tank Volume (m3)

Irrigation Demand (kL/yr)

1 - 120 100 3197

2 202.1 200 100 3383

3 - 50 100 3060

4 50.2 50 - -

5 81.7 80 20 1659

6 256 250 120 5769

7 - 30 50 908

8 - 50 80 971

9 181 180 120 3878

10 - 20 20 353

11 140 140 50 1815

12 70.7 70 50 1203

13 89 90 50 1214

14 - 100 100 3308

15 175 180 75 2664

16 - 100 600 5082

17 - - - -

18 - - 100 3269

19 127.6 130 - -


Figure 2-4: Water Quality Catchment and Indicative Locality Plan


2.5. Music Results

Table 2-5 presents the residual pollutants draining from the site after treatment as modelled in MUSIC. These results demonstrate that the target for reduction of Total suspended solids, Total Nitrogen and Total Phosphorous was achieved for the treatment train proposed for the development. The proposed stormwater quality treatment strategy is therefore considered to represent best management practice for this development. No additional measures are therefore required to satisfy the water quality objectives at this stage.

Table 2-5 MUSIC Results

Pollutants Sources Residual Reduction (%)

Target Reduction

Compliance

Total Suspended Solids (kg/yr) 21200 3920 81.5 80

Total Phosphorus (kg/yr) 45.5 12.7 72.2 60

Total Nitrogen (kg/yr) 283 130 54.1 45

Gross Pollutants (kg/yr) 2650 97.7 96.3 90


3. CONSTRUCTION MANAGEMENT

The management of the site during the construction phase is an important step in ensuring water quality standards are achieved. Implementation of best practice Erosion and Sediment Control techniques is imperative to managing the quality of runoff affected by construction works.

The following points provide general guidance on the management of stormwater during the construction phase. Erosion and Sediment Control Management Plans should be provided during the Operational Works application stage in accordance with Council’s Erosion and Sediment Control Guideline.

1. Establish a single stabilised entry/exit point for the site works;

2. Construct a shake-down grid at the entrance to facilitate the removal of sediment fromtrucks leaving the site. The access road extending from the end of existing road or kerbto the grid should comprise a 150-200mm deep pad of 40mm crushed rock;

3. Install sediment fences along the lower boundaries of the site;

4. Install a suitably sized sediment basin (as required) and construct contour drains / bundsto direct disturbed runoff to the sediment basin;

5. Install bins and/or wind-proof litter areas on-site to minimise the dispersion of grosspollutants;

6. Maintain on site spare materials necessary for the emergency repair of all erosioncontrol devices. This includes silt fences, clean crushed rock for reapplication to theentrance road and for replacement of rock within temporary drainage channels;

7. Following each days construction works, ensure that any material on road surfaces isswept from the road, and not permitted to be washed down the gutters and pipeddrainage systems.

8. Quality of pooled water within sediment basins are to be monitored prior to dewatering,sufficient time should be given to allow sediment to settle (possible with the assistanceof a suitable flocculent if necessary) &/or filtering during pumping operations.

9. Final establishment of bioretention systems should not occur until full stabilisation ofupstream catchment has occurred; preferably these should be temporarily turfed duringthe maintenance period while dwelling construction is occurring.

It shall be the responsibility of the developer, through their principal contractor, to ensure that temporary sediment and erosion controls are installed and maintained correctly.

Experience shows that the critical periods in the life of WSUD vegetated stormwater systems are the

construction and establishment phases. The timing and approach to these systems must be carefully

considered to ensure successful establishment and long-term performance. Bioretention systems

are now common stormwater treatment devices for new urban developments in South East

Queensland. Successful construction and allowing adequate time for the systems to establish is

critical to their long-term performance and function. Construction of the system is also linked to

having suitable bioretention designs in place to ensure, civil contractors have appropriate plans to

construct to. Applying due care in the design and construction phase will ensure the function of the

system whilst also keeping on-going maintenance to a minimum. It is highly recommended that the

constructed activities be completed in accordance with the Construction and Establishment

Guidelines: Swales, Bioretention Systems and Wetlands (Apr 2010).


4. OPERATIONAL PHASE STORMWATER MANAGEMENT

The bioretention systems will be donated to Council, who as the asset custodian, will be responsible

for the on-going maintenance of the water quality devices. Maintenance for the bioretention basin

may involve the following:

1. Scheduled inspections;

2. Removal of noxious plants or weeds;

3. Maintaining the desired vegetation;

4. Repairing erosion;

5. Unblocking inlets and outlets;

6. Removing litter and debris;

7. Managing algal or moss growth;

8. Maintaining the permeability of the filtration.

Operations and maintenance should be conducted in accordance with the Maintaining Vegetated

Stormwater Assets (Feb 2012) guideline.


5. CONCLUSION AND RECOMMENDATIONS

This report has aimed to satisfactorily address the requirements of SCC’s Stormwater Management Code, with respect to addressing stormwater quality in order to support the required Material Change of Use over the site at David Low Way, Yaroomba.

The water quality treatment strategy for the site includes the collection of all surface flows directed to a bioretention swale or bioretention basin, with roof water being collected via a rainwater tank and re-used for irrigation. Detailed modelling using the MUSIC software has demonstrated that through the use of the proposed treatment strategy, the runoff from the site meets water quality objectives for pollutant load reduction. Therefore, the proposed treatment strategy is recommended as best management practice for the proposed development.

This plan demonstrates that effective treatment of stormwater at the proposed development can be achieved through the integration of Water Sensitive Urban Design (WSUD) and non-worsening principles. Through the incorporation of rainwater tanks and bioretention system, the plan successfully demonstrates:

• Compliance with the requirements of State Planning Policy and SCC Load BasedObjectives.

• Ecological sustainability in terms of the development’s impact upon receiving waters andthe viability of the proposed site development;

This SQMP has been prepared to address the entire development site Stages 1 to 5. Whilst the development intent of Stage 1 is known, the anticipated development intensities for the remaining Stages 2 to 5 were represented. It is recommended that this report be updated to align with the actual development layouts of Stages 2 to 5 as they area developed (and Stage 1 should it be altered).


6. REFERENCES

[SCC, 2014], Stormwater Management Codes;

[Queensland Government, 2014], State Planning Policy.

[Queensland Government, 2010], Urban Stormwater Quality Planning Guidelines.

[QUDM, 2013] Natural Resources and Water, Queensland Urban Drainage Manual – ThirdEdition, 2013.

[WD, 2006], Water by Design, Water Sensitive Urban Design (WSUD) Technical DesignGuidelines for Southeast Queensland, 2006.

[WD, 2010a], Water by Design, MUSIC Modelling Guidelines for South East Queensland, 2010.

[WD, 2010b], Water by Design, Deemed to comply solutions - Stormwater Quality Management,2010.

[WD, 2014], Water by Design – Bioretention Technical Design Guidelines, Version 1.1.


APPENDIX A SITE LAYOUT

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STOREY

RETAIL

Dev. App. No.

Yaroomba Beach

Preliminary Approval

Sunshine Coast Council

Civil Works

30031110-PA-201

1 1

DPxx/xxxx

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C.Green

Sekisui House

1443 David Low Way

Yaroomba QLD 4573

1:1000

J.Callahan

S.Mango

C. Wilkinson

C.Green

March 2017

1 Issue for Approval 16/03/17 JC/SM xx

Issue for Approval

Road Arrangement Plan

20100 40

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© SMEC Australia Pty Ltd

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These designs and drawings are the

copyright of SMEC Australia Pty Ltd.

The drawing shall not be reproduced

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The contents of this drawing are

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SMEC. Any digital information

supplied by this office is for

information only. Any discrepancies

should be discussed with the

superintendent.

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Dev. App. No.

DES/DFTDATE APP'DWVR

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5-7 STOREY RESORT COMPLEX2, 7 STOREY SERVICED APARTMENTS

4 STOREY APARTMENTS

4 STOREYAPARTMENTS

EXISTING RESIDENTIAL

4 STOREY APARTMENTS

3 STOREY DWELLINGS

4 STOREYAPARTMENTS

VILLAGE CENTRE

FRONTAL DUNE

PARABOLIC DUNE

LAKE

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BEACH

DAVID LOW WAY

4 STOREY APARTMENTS

1 STOREYTRANSFERSTATION

ENTRY

PRECINCT 5LAKESIDE NORTH

3 STOREY DWELLINGS

PRECINCT 4LAKESIDE SOUTH

PRECINCT 2YAROOMBA BEACHCENTRAL

PRECINCT 3YAROOMBA BEACH SOUTH

4 STOREYAPARTMENTS

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3 STOREY DWELLINGS3 STOREY DWELLINGS

PRECINCT 1YAROOMBA BEACH NORTH

3 STOREY DWELLINGS

LOT 14 SP238214

LOT 902 SP269561

1 STOREY RETAIL & SURFLIFE SAVING AMENITIES

LOT 19 SP238214

EXISTING BEACHACCESS PATH

EXISTING BEACHACCESS PATH

COOLUMBEACHSIDECTS 38537

BELLE MARECTS 431571-2 STOREY

RETAIL,EDUCATIONCENTRE,COMMERCIAL

KEYEXISTING TREESTO BE RETAINED

PRECINCT BOUNDARY

DEVELOPMENT ZONE

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Scale Project Name Drawing

HASSELLOriginal Sheet Size A1- 841 x 594mm

Revision Date

1 : 1000 @ A1 A_0002YAROOMBA BEACHMASTERPLAN MASTERPLAN - PROPOSED

A DEVELOPMENT APPROVALAPPLICATION

10-03-17

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