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Stormwater Management Plan Multiple Dwellings at 45 Maple Street, Cooroy QLD Prepared for Myall Rise PTY LTD Reference No. P0478-26-001 24 June 2026
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Section 2
Document Control
Document Stormwater Management Plan
Synergy12d://remote.recorconsulting.com/RECOR/Clients/0478 Paul and Jonathan
File Location Thynne/P0478-26-001 Cooroy Social Housing/03 Engineering/03 Reports/260617 -
SWMP
Project Name 45 Maple Street, Cooroy – Multiple Dwellings Development
Project Number P04478-26-001
Revision Number 1
Revision History
Revision No. Date Prepared By Reviewed By Approved for Issue By
1 24/06/2026 John McLaughlan Eoin Whitmore Eoin Whitmore
Issue Register
Distribution List Date Issued Number of Copies
RECOR Company Details
Approved by Eoin Whitmore
Address Level 11
269 Wickham Street
Fortitude Valley QLD 4006
Telephone 0451453640 Website www.recor.au
Email [email protected]
Signature RPEQ 34231
The information within this document is and shall remain the property of RECOR.
45 MAPLE STREET, COOROY
Stormwater Management Plan
24 June 2026
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 3
Important Notice
This document is confidential and has been prepared exclusively to support the town planning application for the
proposed development. It is issued in accordance with the Consultancy Agreement between RECOR and Myall
Rise Pty Ltd, under which RECOR was engaged to perform a specific and limited scope of work for Myall Rise Pty
Ltd.
The contents of this report are strictly confined to the matters outlined within and are subject to various
assumptions, qualifications, and limitations. No implicit applicability to other matters should be inferred. RECOR
makes no representation that the scope, assumptions, qualifications, or exclusions within this report will be
appropriate for any other purpose, nor does it assert that the report comprehensively addresses all matters of
potential relevance to the reader.
This report must be read in its entirety, as the executive summary does not serve as a replacement. Any
subsequent reports must be considered in conjunction with this document.
This report supersedes all prior drafts or interim versions, whether written or verbally presented, preceding its
issue date. It has not been and will not be updated to reflect events, transactions, or material changes occurring
after its issuance. RECOR assumes no obligation to notify the recipient of any such developments or to revise the
report accordingly.
Unless expressly agreed otherwise in writing, RECOR disclaims any duty of care or legal responsibility in relation
to this report, its associated inquiries, advice, or related work. Furthermore, RECOR does not extend any
representation regarding this report to any party other than Myall Rise Pty Ltd. Any third party who obtains a copy
of this report, whether in whole or in part, or engages in discussions regarding its content with RECOR,
acknowledges and accepts that they may not rely on this report or any associated information or advice for any
purpose.
45 MAPLE STREET, COOROY
24 June 2026
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 4
List of Tables and Figures
Table of Contents
Executive Summary ............................................................................................................................. 3
1.1 Lawful Point of Discharge .......................................................................................................................... 3
1.2 Stormwater Quantity .................................................................................................................................. 3
1.3 Stormwater Quality ..................................................................................................................................... 3
1.4 Erosion and Sediment Control ................................................................................................................... 3
2 Introduction ................................................................................................................................ 4
2.1 Background and Scope .............................................................................................................................. 4
2.2 Stormwater Management Objectives and Design Approach .................................................................. 4
2.3 Supporting Documentation and Reports ................................................................................................... 5
3 Existing Site ................................................................................................................................ 6
3.1 Site Overview .............................................................................................................................................. 6
3.2 Flow Calculation Using the Rational Method ............................................................................................ 6
3.3 DRAINS Model and Comparison to Rational Method ............................................................................... 8
4 Proposed Development Works ................................................................................................. 11
4.1 Proposed Site Description......................................................................................................................... 11
4.2 Time of Concentration Inputs into DRAINS ............................................................................................. 12
4.3 Hydrological Modelling Results ................................................................................................................ 13
4.4 Required Mitigation – Installation of a Detention Tank .......................................................................... 14
4.5 Stormwater Detention and Mitigation Strategy ...................................................................................... 14
4.6 Stormwater Mitigation Results ................................................................................................................. 15
5 Stormwater Quality .................................................................................................................. 16
5.1 Introduction ............................................................................................................................................... 16
5.2 Proposed Treatment System ................................................................................................................... 16
5.3 Expected Pollutant Reduction Performance ........................................................................................... 16
5.4 Compliance and Regulatory Alignment ....................................................................................................17
5.5 Conclusion and Recommendations ..........................................................................................................17
6 Erosion and Sediment Control.................................................................................................. 18
7 Conclusion ................................................................................................................................ 19
7.1 Hydrological and Hydraulic Considerations ............................................................................................ 19
7.2 Stormwater Quantity Management ......................................................................................................... 19
7.3 Stormwater Quality Management ............................................................................................................ 20
7.4 Erosion and Sediment Control ................................................................................................................. 20
7.5 Regulatory Compliance and Sustainable Outcomes .............................................................................. 20
7.6 Final Recommendations ........................................................................................................................... 20
45 MAPLE STREET, COOROY
24 June 2026
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 5
List of Tables and Figures
List of Tables
Table 2-1 Property Details ................................................................................................................................................ 4
Table 3-1: Rational Method Key Inputs............................................................................................................................ 8
Table 3-2: Rational Method Flow Calculations ............................................................................................................... 8
Table 3-3: DRAINS Results for Existing Catchment ....................................................................................................... 9
Table 3-4: Comparison Between DRAINS and the Rational Method ............................................................................. 9
Table 4-1: Comparison of Pre-Development vs. Unmitigated Post-Development Peak Flows ................................ 13
Table 4-2: Detention Tank Parameters ......................................................................................................................... 14
Table 4-3: Mitigated Flow Comparison to Existing....................................................................................................... 15
Table 5-1 Pollutant Reduction Targets .......................................................................................................................... 16
List of Figures
Figure 3-1: Subject Site Location ..................................................................................................................................... 6
Figure 3-2 Max Overland Flow Path (QLD Globe, 2026) ................................................................................................ 7
Figure 3-3: Overland Sheet Flow Times (QUDM, 2016) ................................................................................................. 7
Figure 3-4: DRAINS model for existing catchment ......................................................................................................... 8
Figure 3-5: DRAINS Catchment Inputs ............................................................................................................................ 9
Figure 4-1 Proposed Developed Site .............................................................................................................................. 11
Appendices
Appendix A – DRAINS Results
Appendix B – Rational Method Results
Appendix C – Existing Layout Plan
45 MAPLE STREET, COOROY
24 June 2026
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 6
Executive Summary
RECOR Consulting Engineers have been engaged by Myall Rise Pty Ltd to prepare a Stormwater Management Plan
(SWMP) to support a Development Application for a proposed Material Change of Use from a single residential
dwelling and shed, and a vacant lot, to multiple dwellings at 45 Maple Street and 9 Myall Street, Cooroy.
This SWMP outlines the proposed stormwater management strategy and demonstrates compliance with the Noosa
Shire Council (NSC) Planning Scheme Policy – Stormwater Management, the Queensland Urban Drainage Manual
(QUDM), and relevant Water by Design guidance. The assessment confirms that the development can be
constructed and operated in accordance with applicable stormwater quantity and quality objectives.
1.1 Lawful Point of Discharge
Stormwater runoff will be conveyed to the on-site detention (OSD) tank and discharged via a lawful point of
discharge into Council’s existing stormwater network within Myall Street, to the east of the site. The system
provides a controlled release and integrates with existing infrastructure in accordance with QUDM requirements.
1.2 Stormwater Quantity
A hydrological assessment was undertaken using both the Rational Method and DRAINS modelling to establish
pre-development conditions and assess post-development impacts.
The proposed development increases impervious area and runoff potential. To mitigate these impacts, a proposed
OSD tank has been incorporated into the design. The detention system captures stormwater runoff from the
proposed development and attenuates peak flows prior to discharge.
Modelling confirms that post-development peak discharges are equal to or less than pre-development flows for
all assessed storm events up to and including the 1% AEP event. Existing overland flow paths and site grading are
maintained, ensuring no adverse impacts to adjoining properties.
1.3 Stormwater Quality
A stormwater quality assessment has been undertaken in accordance with the Urban Stormwater Quality Planning
Guidelines (2010), the Water by Design framework, and the State Planning Policy. The assessment demonstrates
compliance with applicable pollutant load reduction targets through the incorporation of an engineered treatment
solution.
A proprietary cartridge-based filtration system will be integrated within the OSD tank to provide treatment through
filtration and pollutant capture. The system is expected to achieve compliant reductions in sediments, nutrients,
and gross pollutants, ensuring no adverse impact on downstream receiving environments
1.4 Erosion and Sediment Control
During the construction phase, ESC measures must be implemented in accordance with the applicable
requirements.
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Section 7
2 Introduction
2.1 Background and Scope
RECOR has been engaged by Myall Rise Pty Ltd to prepare a Stormwater Management Plan (SWMP) for a proposed
Material Change of Use (MCU) involving the retention of the existing dwelling at 45 Maple Street and the
development of the vacant lot at 9 Myall Street to facilitate a multiple dwelling development.
This report has been prepared to support the Development Approval Application submission to Nosa Shire Council
and any nominated referral agencies. The proposed development’s property details have been summarised in
Table 2-1.
The SWMP addresses potential stormwater impacts resulting from the proposed development and outlines the
necessary mitigation measures to meet both quantity and quality requirements of Noosa Shire Council.
This report presents the hydrological assessment of the proposed development, including any external catchments
that may directly influence peak flows exiting the site. The purpose of the assessment is to ensure that post-
development stormwater discharge does not adversely impact existing flooding or stormwater conveyance
conditions on surrounding properties and that the stormwater management objectives of the QUDM and Noosa
Shire Council requirements are achieved.
Additionally, the assessment evaluates the development requirements for stormwater treatment to ensure
compliance with Water by Design guidelines, the SPP, and council water quality requirements.
Table 2-1 Property Details
Site Details Parameters
Site Location 45 Maple Street & 9 Myall Street, Cooroy QLD 4563
Lot Number 15 on C5605, 1 on RP99323, 2 on RP99323, & 18 on C5605
Intended Land Use Material Change of Use for Multiple Dwellings
Development Area 3,119 m2
2.2 Stormwater Management Objectives and Design Approach
The intent of this report is to document the design considerations and outcomes that satisfy the stormwater
management objectives for the proposed development. The strategy has been developed to address the following
key aspects and performance objectives:
• Catchment Definition: Identification of all catchments and sub-catchments discharging through or into the
site.
• Hydrological Assessment: Determination of existing flow conditions for multiple storm events and
assessment of development impacts on surrounding properties.
• Flow Management: Ensuring post-development peak flows do not exceed pre-development flows across
all relevant storm events, up to and including the 1% AEP.
• Lawful Point of Discharge: Identification and utilisation of a lawful point of discharge in accordance with
QUDM, ensuring no actionable nuisance to downstream properties or infrastructure.
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Section 8
• Site Drainage and Conveyance: Development of a preliminary site drainage layout that ensures safe
conveyance of stormwater through the site without adverse impacts on adjacent areas.
• Erosion and Sediment Control: Adoption of construction-phase measures consistent with the International
Erosion Control Association (ICEA) – Best Practice Erosion and Sediment Control (2008) guidelines.
Stormwater management for the proposed development has been designed in accordance with the following
documents:
• Noosa Shire Council Planning Scheme Policy – Stormwater Management
• State Planning Policy (SPP), 2017
• Environmental Protection (Water) Policy, 2009
• Environmental Protection Act 1994
• Queensland Urban Drainage Manual (QUDM) Fourth Edition, 2016
• Water by Design – Construction and Establishment Guidelines: Swales, Bioretention Systems and
Wetlands V1.1, 2010
• Australian Rainfall and Runoff Guideline (ARR)
2.3 Supporting Documentation and Reports
The SWMP is supported by technical documentation and reports which provide the basis for the engineering
recommendations and support the application, including:
• Civil Design Drawings prepared by RECOR, File No: P0478-26-001_Cooroy_Development_OPW
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Section 9
3 Existing Site
3.1 Site Overview
The site, located at 45 Maple Street and 9 Myall Street, Cooroy, is bounded by commercial suites and health care
services to the north, Maple Street to the west, Myall Street to the east, and residential dwellings to the south. The
site has two existing access driveways, one from Maple Street and one from Myall Street. Surrounding properties
are zoned Community Facilities and medium density residential.
Topography generally falls to the east with survey ground levels ranging from approximately RL 122.5 m AHD in
the west to approximately RL 114.8 m AHD in the east. Drainage across the site primarily occurs as sheet flow
towards the east, discharging into the adjacent properties and Myall Street.
No dedicated stormwater infrastructure is currently provided within the site. It is understood that there is an
upstream catchment of approximately 637 m2 associated with Lot 3 on RP99323 that directly flows into the site.
Figure 3-1: Subject Site Location
3.2 Flow Calculation Using the Rational Method
The Rational Method was initially applied as a verification tool to cross-check outputs from the DRAINS
hydrological model, which was subsequently developed to assess both pre- and post-development flows.
The time of concentration (Tc) of 14 minutes was determined using figure 4.4 – Overland sheet flow times (refer
to Figure 3-3) in accordance with Table 4.6.6 of QUDM. This approach provides a reliable estimate of the travel
time for runoff from the hydraulically most distant point in the catchment to the outlet.
A maximum flow path length of 92.4m was adopted, based on QLD Globe (refer to Figure 3-2).
To refine the analysis, the following factors were incorporated to ensure accuracy and representativeness of the
stormwater design:
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Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 10
• Surface roughness and vegetation cover, which influence flow resistance and travel time
• Topographic gradients, confirming alignment between flow velocities and assumed conditions
• Site hydraulic connectivity, including potential depressions or ponding areas, verifying the
appropriateness of the adopted Tc.
Figure 3-2 Max Overland Flow Path (QLD Globe, 2026)
Figure 3-3: Overland Sheet Flow Times (QUDM, 2016)
The impervious fraction for the site was determined to be 8.46%, based on a manual measurement of the total
impervious area to accurately represent existing site conditions in accordance with QUDM methodology. Lot 15 on
C5605 consists of a single dwelling and a shed, Lot 18 on C5605 is currently a vacant lot with an access driveway
partially entering the lot.
Using QUDM Table 4.5.4, the C₁₀ was determined based on the 1-hour, 10 % AEP rainfall intensity of 70.2 mm/hr.
Applying this methodology, a C₁₀ value of 0.70 was derived, as summarised in Table 3-1.
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Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 11
Table 3-1: Rational Method Key Inputs
Catchment Area (ha) Tc (min) Actual Tc (min) fi C10
Pre-Development 0.3756 14 14 0.08 0.70
To quantify the peak flow rates for various Annual Exceedance Probability (AEP), the Rational Method formula
was applied:
where:
• Q = Peak discharge (m³/s)
• C = Runoff coefficient
• I = Rainfall intensity (mm/hr)
• A = Catchment area (hectares)
The following Table 3-2 presents the calculated pre-development flow rates for each of the assessed storm
events:
Table 3-2: Rational Method Flow Calculations
AEP % 63.2% 50% 20% 10% 5% 2% 1%
Pre-Development Flow (m³/s) 0.050 0.059 0.090 0.110 0.130 0.165 0.188
These calculations establish the hydrological baseline for the site and form the foundation for further stormwater
management analysis. The results will be used to assess post-development runoff characteristics and determine
the necessary mitigation measures to ensure compliance with the QUDM and Noosa Shire Council stormwater
management requirements.
3.3 DRAINS Model and Comparison to Rational Method
The DRAINS model was configured using the appropriate Australian Rainfall and Runoff (ARR) parameters specific
to the site conditions. Inputs for each catchment were derived from the parameters discussed in previous sections,
ensuring consistency with site-specific hydrology and QUDM low residential density development criteria. The
general configuration of the DRAINS model is shown in Figure 3-4.
Figure 3-4: DRAINS model for existing catchment
The existing catchment was modelled based on survey data (refer to the Existing Layout Plan in Appendix C). This
information was used to determine an accurate impervious fraction for the pre-existing site through measurement
of existing impervious surfaces. The relevant DRAINS catchment inputs are detailed in Figure 3-5.
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Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 12
Figure 3-5: DRAINS Catchment Inputs
The pre-development flow rates for various AEP were calculated using DRAINS. The results are summarized in
Table 3-3.
Table 3-3: DRAINS Results for Existing Catchment
AEP % 63.2% 50% 20% 10% 5% 2% 1%
Pre-Development Flow (m³/s) 0.048 0.059 0.093 0.112 0.133 0.159 0.179
A comparative assessment was conducted to evaluate the variance between DRAINS results and the Rational
Method calculations. The differences between the two methodologies are presented in Table 3-4.
Table 3-4: Comparison Between DRAINS and the Rational Method
Storm Event (AEP) Rational Method (m³/s) DRAINS (m³/s) Difference %
63.2% (1-Year ARI) 0.050 0.048 3%
50% (2-Year ARI) 0.059 0.059 1%
20% (5-Year ARI) 0.090 0.093 4%
10% (10-Year ARI) 0.110 0.112 2%
5% (20-Year ARI) 0.130 0.133 2%
2% (50-Year ARI) 0.165 0.159 3%
1% (100-Year ARI) 0.188 0.179 5%
The results obtained from the Rational Method and the DRAINS model show differences that are within acceptable
engineering tolerances and align with expectations given the inherent methodological differences between the
two approaches.
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Stormwater Management Plan
Client Reference: P0478-26-001
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Section 13
• The Rational Method is a simplified empirical approach that assumes uniform rainfall intensity across the
entire catchment for the duration of the storm event. It does not account for hydraulic routing, storage
effects, or time-variant rainfall intensities, which can lead to either under- or over-estimations of peak
flows depending on local site characteristics.
• DRAINS, in contrast, is a hydrologic and hydraulic modelling tool that provides a more detailed, event-
based assessment incorporating:
o Rainfall losses (initial and continuing losses)
o Time-dependent storm profiles.
o Pipe and channel storage effects
o Flow routing dynamics.
• The Rational Method remains a valid tool for preliminary estimation and cross-checking of peak flows;
however, the DRAINS model, utilising the ILSAX method, provides a more detailed and accurate
assessment of catchment behaviour. Therefore, DRAINS model results have been adopted for final design.
• Minor discrepancies, particularly for higher return period events (e.g. 20-year ARI and greater) indicate
that the Rational Method provides a reasonable approximation for design verification.
• The largest discrepancies are typically observed in low-frequency events (1 to 5 year), where DRAINS
captures additional hydrological complexities such as temporal rainfall variation and surface storage,
which are not represented in the Rational Method.
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Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 14
4 Proposed Development Works
4.1 Proposed Site Description
The proposed development will comprise of 19 dwellings, 20 car parking spaces, which will be accessed via a
single driveway from Maple Street and supported by a dedicated on-site stormwater management system.
A key feature of the stormwater management strategy is the inclusion of a detention tank located in the
southeastern portion of the site. The tank has been designed to capture, attenuate and treat stormwater runoff
from the proposed development prior to discharging into council’s stormwater network, located to the southeast
within Myall Street.
In addition, 4 x 3 kL rainwater tanks are proposed for landscape irrigation purposes. Refer to the OPW plans for
the locations of the tanks.
In addition to mitigating potential downstream impacts, the proposed system has been designed to achieve
compliance with the Noosa Shire Council Planning Scheme Policy – Stormwater Management, by:
• Consolidating site runoff into a single lawful discharge point
• Attenuating post-development peak flow rates to pre-development levels or better
• Improving stormwater quality prior to discharge, in accordance with QUDM and Council requirements
This approach delivers an effective stormwater solution that mitigates the hydrological impacts of the proposed
development. The layout of the proposed development is illustrated in Figure 4-1.
Figure 4-1 Proposed Developed Site
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Stormwater Management Plan
Client Reference: P0478-26-001
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Section 15
4.2 Time of Concentration Inputs into DRAINS
The time of concentration (Tc) for each catchment has been determined using a combination of:
1. Roof inlet time (time for runoff to travel from impervious surfaces to the drainage system)
2. Pipe flow time (travel time through the underground drainage system)
Each component is broken down below for the catchment, as shown in the provided screenshot.
Total Area:
1. Site → 3,119m²
2. Upstream Catchment T 637 m²
3. Total site → 3,756 m² (0.376 ha)
Catchment: Impervious Areas
• Tc components:
1. Roof inlet time T 5 minutes
Based on standard inlet times from QUDM Table 4.6.2 for urban residential areas.
2. Time in pipe flow → 1.5 minutes
From QUDM Figure 4.5 – Flow Travel Times in Pipes and Channels
3. Kerb Travel Time → 0.5 minutes
Assume minor due to the limited surface flow distance
4. Total Time of Concentration (Tc): 7 minutes
Catchment: Grassed areas
• Tc components:
1. Overland sheet flow → 14 minutes
Assigned based on QUDM figure 4.4 – Overland Sheet Flow Times, using a 92m flow path
and 8.7% grade
2. Total Time of Concentration (Tc): 14 minutes
Calculation Methodology
• Roof inlet travel times were estimated using QUDM guidelines and empirical flow path analysis.
• Pipe flow times were determined using Manning’s equation for open channel and pipe flow, referencing
the chart provided in the screenshot for additional validation.
• Catchment delineation and flow paths were confirmed using the proposed multiple dwelling development
layout layout and area tool measurements.
Final Considerations
• One catchment has been adopted for the entire development.
• Time of concentration will be used in the hydrological modelling to determine peak flow rates and ensure
adequate stormwater infrastructure design.
• All roofwater and driveways, where feasible, from the new development will be conveyed to the tank.
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Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 16
4.3 Hydrological Modelling Results
Analysis of the unmitigated DRAINS model results compared to pre-existing conditions indicates a significant
increase in peak flows across a range of AEP storm events, attributable to the transition from a largely undeveloped
lot to a developed urban condition.
Key Observations
1. Increase in Flow Depths and Velocities
• The developed scenario shows higher water levels across all storm events, particularly at
constricted sections of the drainage network.
• Flow velocities have increased, indicating a higher runoff volume due to reduced permeability.
2. Peak Discharge Variations
• Peak discharge rates in the developed scenario have increased substantially, particularly for
higher return period storms (e.g., 1% AEP).
• The most significant changes occur at sections with concentrated overland flow paths,
suggesting increased runoff from new impervious surfaces.
3. Impact of Increased Impervious Area
• The development introduces more impervious surfaces (e.g., roads, driveways, rooftops),
reducing infiltration and increasing direct runoff.
• The loss of natural detention and permeability results in quicker times of concentration and higher
peak flows.
Table 4-1: Comparison of Pre-Development vs. Unmitigated Post-Development Peak Flows
Storm Event (AEP) Rational Method (m³/s) DRAINS (m³/s) Difference %
63.2% (1-Year ARI) 0.048 0.068 42%
50% (2-Year ARI) 0.059 0.080 36%
20% (5-Year ARI) 0.093 0.113 22%
10% (10-Year ARI) 0.112 0.138 23%
5% (20-Year ARI) 0.133 0.159 20%
2% (50-Year ARI) 0.159 0.186 17%
1% (100-Year ARI) 0.179 0.206 15%
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Stormwater Management Plan
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Section 17
4.4 Required Mitigation – Installation of a Detention Tank
Due to the projected increase in post-development peak flows, mitigation measures are required to ensure
compliance with Noosa Shire Council stormwater management requirements and to prevent potential downstream
impacts. The most suitable solution is the use of a detention tank; modelling will ensure the designed tank will
achieve the following outcomes:
• Attenuate peak discharge by temporarily storing excess runoff and releasing it at controlled, pre-
development rates
• Control flow velocities, thereby reducing the risk of downstream erosion and infrastructure overloading
and
• Improve water quality by facilitating the settlement of suspended solids and associated pollutants prior to
discharge.
The detention tank will be designed to ensure that post-development peak flows do not exceed pre-development
flow conditions for all relevant design storm events. Further hydrological modelling will be undertaken to
appropriately size the tank and confirm its effectiveness in mitigating increased flow volumes and velocities.
4.5 Stormwater Detention and Mitigation Strategy
The use of a detention tank is proposed to be utilised for stormwater detention and will be sized to retain all site-
generated flows. The tank is located in the southeastern portion of the development, as shown on the Civil Set of
Plans (Drawing No. P0478-26-001_Cooroy_Development_OPW), for Council’s consideration.
The detention tank has been designed to detain and control stormwater flows for all assessed events, up to and
including the 1% AEP, ensuring post-development peak discharges do not exceed pre-development levels in
accordance with QUDM. Attenuation is provided across all design storm events, with tank sizing and outlet controls
configured to achieve compliant discharge rates. Refer to Table 4-2 for tank design parameters.
The site naturally drains towards the east in accordance with the existing topography. The proposed development
is designed so that stormwater from the site, including roof areas and hardstand, will be captured by a detention
tank located in the southeastern portion of the site, redirecting overland flow away from adjacent properties.
This approach ensures controlled attenuation of the increased peak flows generated by the proposed
development’s additional impervious surfaces prior to discharge via a new 375mm RCP pipe into council’s existing
stormwater network within Myall Street. Existing site overland flow paths will continue to be conveyed towards
the east in accordance with predevelopment conditions.
Hydrological modelling adopts a consistent catchment framework for both pre- and post-development scenarios,
enabling direct comparison and demonstrating compliance with Council’s non-worsening drainage requirements.
Table 4-2: Detention Tank Parameters
Parameter Value
Tank Footprint 50.00 m2
Internal Tank Height 1.50 m
1% AEP Storage Volume 74.53 m³
1% AEP Water Depth 1.49 m
Lower Discharge Control 170 mm orifice at 116.84 m AHD
Secondary Discharge Control 245 mm orifice at 117.84 m AHD
Outlet Pipe Size 375mm dia RCP
Outlet Pipe Invert Level 116.84 m AHD
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Section 18
4.6 Stormwater Mitigation Results
A detailed analysis of the mitigated peak flows, as summarised in Table 4-3, confirms that the use of the existing
detention tank successfully reduces post-development discharges across all assessed storm events, ensuring
compliance with QUDM requirements and mitigating potential downstream impacts.
Table 4-3: Existing Flow vs Mitigated Flow Comparison
Storm Event (AEP) Rational Method (m³/s) DRAINS (m³/s) Difference %
63.2% (1-Year ARI) 0.048 0.043 -10%
50% (2-Year ARI) 0.059 0.048 -19%
20% (5-Year ARI) 0.093 0.073 -22%
10% (10-Year ARI) 0.112 0.105 -6%
5% (20-Year ARI) 0.133 0.130 -2%
2% (50-Year ARI) 0.159 0.147 -8%
1% (100-Year ARI) 0.179 0.161 -10%
Key Observations
The results of the hydrological modelling demonstrate that the proposed detention tank provides effective
attenuation of post-development peak flows, particularly for the more frequent rainfall events.
As summarised in Table 4-3, the following peak flow reductions were achieved:
• 1 - Year AEP – approximately 10% reduction
• 2 - Year AEP – approximately 19% reduction
• 5 - Year AEP – approximately 22% reduction
• 10 - Year AEP – approximately 6% reduction
• 20 - Year AEP – approximately 2% reduction
• 50 - Year AEP – approximately 8% reduction.
• 100 - Year AEP – approximately 10% reduction.
These results indicate that the tank has been optimised to effectively manage frequent, smaller storm events,
which are most critical for protecting downstream properties and infrastructure, while allowing major flood events
to pass through the system without increased risk.
This outcome reflects the intent of the stormwater management strategy:
• To provide a significant reduction in nuisance flooding and frequent storm impacts
• To ensure safe conveyance of major flows consistent with pre-development drainage conditions and
• To maintain compliance with both QUDM and Noosa Shire Council stormwater management objectives.
45 MAPLE STREET, COOROY
24 June 2026 P a g e | 15
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 19
5 Stormwater Quality
5.1 Introduction
A stormwater quality assessment has been undertaken for the proposed development in accordance with the
Urban Stormwater Quality Planning Guidelines (2010) and the Water by Design framework. The objective of this
assessment is to demonstrate compliance with pollutant load reduction targets through the integration of an
engineered treatment solution within the stormwater detention infrastructure.
Rather than a conventional bioretention system, the proposed development will adopt a proprietary cartridge-
based treatment device, such as the Atlan Filter or a similar approved product, housed within the proposed on-
site detention (OSD) tank. This approach provides a compact and highly efficient solution to stormwater pollutant
removal, suited to constrained development footprints and high-performance treatment requirements.
5.2 Proposed Treatment System
The proposed stormwater quality solution involves the integration of a cartridge-based filtration system (e.g. Atlan
Filter or similar proprietary system) within the base of the OSD tank. The filter unit will be positioned to intercept
and treat stormwater prior to discharge to the lawful point. The filter unit provides multiple treatment stages
including sedimentation, filtration, and nutrient removal within a self-contained cartridge unit, and is designed for
high-flow bypass scenarios.
The final configuration, cartridge sizing, and number of filter units will be refined during the Operational Works
design phase in consultation with Atlan or an equivalent proprietary system supplier.
5.3 Expected Pollutant Reduction Performance
Based on verified performance data from the Atlan Filter system (refer to https://atlanstormwater.com/au/atlan-
filter), the treatment device has been demonstrated to achieve the following pollutant load reductions under typical
urban runoff conditions:
Table 5-1 Pollutant Reduction Targets
Parameter Expected Reduction (%)
Total Suspended Solids (TSS) ≥ 90%
Total Phosphorus (TP) ≥ 65%
Total Nitrogen (TN) ≥ 45%
Gross Pollutants ≥ 99%
These results align with or exceed the Water by Design pollutant reduction targets for Southeast Queensland.
45 MAPLE STREET, COOROY
24 June 2026 P a g e | 16
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 20
5.4 Compliance and Regulatory Alignment
The cartridge-based system has been selected to ensure compliance with the following regional stormwater
quality objectives:
• ≥ 80% reduction in TSS
• ≥ 60% reduction in TP
• ≥ 45% reduction in TN
• ≥ 90% reduction in Gross Pollutants
Proprietary cartridge filtration systems are typically independently tested and verified for pollutant removal
efficiency. Their modular design allows for flexibility in sizing and configuration to suit site-specific inflow volumes,
hydraulic constraints, and spatial limitations.
5.5 Conclusion and Recommendations
The adoption of a cartridge-based filtration system such as the Atlan Filter or a similar proprietary product within
the proposed detention tank offers a space-efficient and high-performance solution for stormwater quality
treatment. The design ensures that:
• All regulatory pollutant reduction targets are met or exceeded
• The treatment system is seamlessly integrated within the detention infrastructure
• Maintenance is streamlined through above-ground or vault access to cartridges
• Future refinement during detailed design will optimise treatment area, cartridge count, and bypass
capacity.
This approach reflects a commitment to best-practice water-sensitive urban design (WSUD), and ensures the
development delivers a sustainable stormwater outcome that protects downstream environments and aligns with
local and state planning policies.
45 MAPLE STREET, COOROY
24 June 2026 P a g e | 17
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 21
6 Erosion and Sediment Control
An Erosion and Sediment Control Plan (ESCP) will be developed and submitted as part of the Operational Works
application. The ESCP will outline the specific measures to be implemented during the construction phase to
minimise erosion and prevent sediment-laden runoff from leaving the site or impacting downstream water quality.
The ESCP will be prepared in accordance with the IECA – Best Practice Erosion and Sediment Control Manual
(2008) and the requirements of the Environmental Protection Act 1994.
Typical ESC measures to be adopted during construction may include:
• Installation of sediment fences along downstream boundaries and around stockpile areas.
• Stabilised construction entry/exit points incorporating shakedown grids.
• Temporary diversion drains and bunds to direct runoff away from exposed areas.
• Sediment barriers at stormwater inlet pits.
• Dust suppression measures, including watering and covering of stockpiles.
• Progressive stabilisation and rehabilitation of batters and disturbed areas.
The principal contractor will be responsible for implementing and maintaining ESC measures in accordance with
the approved ESCP, including routine inspections and necessary maintenance throughout the construction period.
45 MAPLE STREET, COOROY
24 June 2026 P a g e | 18
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 22
7 Conclusion
The Stormwater Management Plan for the proposed multiple dwelling development 45 Maple Street, Cooroy has
been prepared to demonstrate compliance with the stormwater management requirements of Noosa Shire Council,
QUDM and relevant State Planning Policy provisions. The assessment incorporates detailed hydrological
modelling, comparison against existing conditions, and the development of an effective stormwater management
strategy that mitigates potential impacts arising from the proposed works.
7.1 Hydrological and Hydraulic Considerations
Assessment of the existing site confirms that stormwater runoff generally flows towards the east in accordance
with site topography. Pre-development peak flows were estimated using both the Rational Method and DRAINS
modelling to establish a baseline for comparison.
While the Rational Method provided a suitable verification check, the DRAINS model more accurately represents
catchment behaviour, including rainfall losses, temporal variation, storage effects, and flow routing. Accordingly,
DRAINS modelling has been adopted for the final design and assessment.
7.2 Stormwater Quantity Management
The proposed development increases impervious area and runoff potential. To mitigate these impacts, a proposed
OSD tank has been incorporated within the southern portion of the site.
The detention system captures stormwater runoff and attenuates peak flows prior to discharge via the lawful point
of discharge into Council’s existing stormwater network within Myall Street. Existing overland flow paths are
maintained, and no increase in discharge to adjoining properties occurs.
Hydrological modelling confirms that post-development peak discharge rates are equal to or less than pre-
development flows for all assessed storm events up to and including the 1% AEP event, satisfying Council’s non-
worsening drainage requirements.
The detention system has been designed with appropriate storage and outlet controls to achieve compliant
discharge rates, including:
Storage volume: 75.00 m³
• Storage volume: 74.53 m³ for the 1% AEP event
• Maximum water depth: 1.49 m
• Lower outlet: 170 mm orifice
• Secondary outlet: 245 mm orifice
• Outlet pipe: 375 mm diameter
These design elements ensure safe and effective management of stormwater flows generated by the
development.
45 MAPLE STREET, COOROY
24 June 2026 P a g e | 19
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 23
7.3 Stormwater Quality Management
A stormwater quality assessment has been undertaken in accordance with the Urban Stormwater Quality Planning
Guidelines (2010), the Water by Design framework, and the State Planning Policy. The assessment demonstrates
compliance with applicable pollutant load reduction targets through the incorporation of an engineered treatment
solution.
A proprietary cartridge-based filtration system will be integrated within the OSD tank to provide treatment through
filtration and pollutant capture. The system is expected to achieve compliant reductions in sediments, nutrients,
and gross pollutants, ensuring no adverse impact on downstream receiving environments.
7.4 Erosion and Sediment Control
Erosion and sediment control measures will be implemented during construction in accordance with the IECA Best
Practice Guidelines (2008) and the Environmental Protection Act 1994. An ESCP will be prepared as part of the
Operational Works stage to manage construction-phase impacts.
7.5 Regulatory Compliance and Sustainable Outcomes
The proposed stormwater management measures comply with the requirements of Noosa Shire Council, QUDM
and State Planning Policy guidance, ensuring:
• No adverse impact on surrounding properties or downstream drainage systems
• Effective attenuation of peak flows through the proposed detention tank
• Improved stormwater quality outcomes through best-practice measures
• A hydraulically neutral post-development condition
Overall, the stormwater management strategy demonstrates that the development can proceed without adverse
stormwater impacts and with appropriate safeguards for downstream water quality and flood behaviour. The
SWMP supports the development application by confirming that stormwater has been appropriately assessed and
managed in accordance with recognised engineering and environmental standards.
7.6 Final Recommendations
To support the effective implementation and long-term operation of the proposed stormwater management
system, the following recommendations are made:
• Final detailed engineering design should verify the detention tank, outlet structure and internal pipe
network to ensure compliance with QUDM and Council requirements for all relevant design storm events.
• Routine inspection and maintenance of the detention tank, including removal of sediment build-up, and
inspection of the outlet structure, should be undertaken to maintain system performance over time.
• Post-construction review of the stormwater infrastructure should be completed to confirm that as-
constructed conditions match the approved design and that the system is performing in accordance with
Council standards.
By implementing these recommendations, the development will maintain effective stormwater performance,
ensure protection of downstream
45 MAPLE STREET, COOROY
24 June 2026 P a g e | 20
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 24
Appendix A – DRAINS Results
45 MAPLE STREET, COOROY
24 June 2026 P a g e | 21
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 25
Pre Development Post Development OSD Post Development Pre Development Post Development OSD Post Development
Section 26
Pre Development Post Development OSD Post Development Pre Development Post Development OSD Post Development
Section 27
Pre Development Post Development OSD Post Development Pre Development Post Development OSD Post Development
Section 28
Results for median storm in critical IEY ensembles using Full Unsteady hydraulic model. Pre Development 00049 ceceeeeeeeeeeee ° 120.52 0.048 Post Development £0.069 ) ooo ° 120.52 0.068 OSD Post Development
Section 29
Appendix B – Rational Method Results
45 MAPLE STREET, COOROY
24 June 2026 P a g e | 22
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 30
REC:-R Ration Method Results Catchment Area (m2) Actual Tc 3756 14 3756 7 AEP % 63.20% 50% 20% 10% 5% 2% 1% Pre Development 0.050 0.059 0.090 0.110 0.130 0.165 0.188 Post Devi 0.075 0.090 0.135 0.166 0.198 0.251 0.287] Annual Exceedance Probability (AEP) Duration 63.20% 50%# 20%* 10% 5% 2% 1% 1 min 165 186 250 293 333 385 424 2 min 141 159 216 256 295 348 390 3 min 132 149 203 239 275 323 360) 4 min 126 142 192 226 259 303 336 5 min 120 135 183 215 245 285 315) 7 min 110 124 167 195 222 257 282 10 min 97.3 110 148 172 196 225 247 13 min 87.7 98.9 133 155 176 202 221 14 min 84.9 95.8 129 150 170 196 214 15 min 82.3 92.9 125 145 165 190 208) 20 min 71.8 81 109 127 144 166 182 25 min 64 72.2 97.1 113 129 149 164 30 min 58 65.4 88.1 103 117 136 150 45 min 46 51.9 70.3 82.6 94.5 110 122 1 hour 38.7 43.8 59.5 70.2 80.7 94.5 105 1.5 hour 30.2 34.3 47 55.8 64.4 76.1 85.1 2 hour 25.3 28.8 39.8 47.4 55 65.3 73.3) 3 hour 19.8 22.6 31.5 37.8 44.1 52.7 59.4 4.5 hour 15.4 17.7 25.1 30.3 35.5 42.7 48.3 6 hour 13 15 21.4 26 30.5 36.8 41.8 9 hour 10.2 11.8 17.1 20.9 24.7 29.9 34: 12 hour 8.54 9.95 14.6 17.9 21.2 25.8 29.4 18 hour 6.63 7.78 11.5 14.2 17 20.8 23.8 24 hour 5.51 6.48 9.7 12 14.4 17.7 20.4 30 hour 4.75 5.6 8.43 10.5 12.6 15.6 18 36 hour 4.19 4.95 7.48 9.35 11.3 14 16.2 48 hour 3.42 4.04 6.15 7.72 9.37 11.7 13.6 72 hour 2.53 2.99 4.58 5.78 7.06 8.86 10.4 96 hour 2.04 2.4 3.67 4.64 5.69 7.17 8.41 120 hour 1.71 2.02 3.08 3.89 4.78 6.02 7.06 144 hour 1.49 1.75 2.66 3.36 4.12 5.19 6.08)
Section 31
Appendix C – Existing Layout Plan
45 MAPLE STREET, COOROY
24 June 2026 P a g e | 23
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Myall Rise PTY LTD
Section 32
NOTES:
X 1. FOR GENERAL NOTES REFER DWG 002, WHICH IS TO BE REQUESTED AND
VIEWED PRIOR TO COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED.
2. THE CONTRACTOR WILL MAKE HIMSELF FULLY AWARE OF THE EXISTING
X
ExT
FEATURES OF THIS SITE AND ENSURE ANY ADDITIONAL WORKS NOT
3
RP52184 SHOWN ON THIS PLAN ARE INCLUDED IN THE CONTRACT.
EXISTING GRAVEL DRIVEWAY PP
Ex W
X
TO BE REMOVED 3. LOCATION AND DEPTH OF EXISTING SERVICES BASED ON SURVEY, DBYD
AND COUNCIL RECORDS. IT IS THE CONTRACTORS RESPONSIBILITY TO
Ex
CONFIRM ACTUAL LOCATION AND DEPTH PRIOR TO CARRYING OUT ANY
W
.4 X
X
120 EXCAVATION OR TRENCHING WORKS.
EX
X
O/H E
O/H E
IST
X
4. CONTRACTOR TO LOCATE AND PROTECT ALL EXISTING SERVICES ON SITE
EX
ING ASSE
/
PRIOR TO COMMENCEMENT OF WORKS.
IST AS ExW
ExT
/X
X
DN T ID
ING SET
150
X 5. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR TO ANY
DN ID
12
ExW
IRO 34
0. DEMOLITION WORKS COMMENCING ON SITE.
PP
1 0 0 204
6
X
X
201 W
N W 91
Ex
AC 0277
6. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE CLEARED, MULCHED
Ex
Ex
E
CONTRACTOR TO EXCAVATE AND
AT
120 AND REMOVED FROM SITE IN ACCORDANCE WITH APPROVED VEGETATION
WA
E
.8
ER
LOCATE EXISTING ELECTRICAL
CLEARING PLAN (BY OTHERS) OR IF SCHEDULED STOCKPILE FOR USE BY
TE
X
X
CONNECTION AND PROTECT
MA
LANDSCAPER.
RM
DURING CONSTRUCTION WORK
IN
.0
A
O/H E
121
ExT
IN
4 7. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES ON SITE AND MAKE
RP112204
T
X
EXISTING TREES TO BE
X
SUITABLE ARRANGEMENTS TO HAVE DISCONNECTED PRIOR TO
ES
X CLEARED AND GRUBBED DEMOLITION WORKS BEGINNING.
ExW
EXISTING FENCE CONTRACTOR TO EXCAVATE,
PL
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121
Ex
X /
TO BE REMOVED LOCATE AND REMOVE OR CAP 8. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON
Ex
MA
W
115.6
X
Ex
Ex
EXISTING WATER CONNECTIONS
E
O/H E
115
X THIS DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE
W
S
12
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Ex WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
115.2
0.
.8 WM
MY
12
PP
4
EXISTING CARPARK
.4
0.6
LINEMARKING TO BE 121 X/ 15
AL
12
X
11 9. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING
X
REMOVED BY C5605 7.0
0.
8
L
PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO
ExT
SANDBLASTING OR
ST
COMMENCEMENT OF ANY WORKS ON SITE.
O/H E
GRINDING
115.0
.6
121
11
X
115
X
CONTRACTOR TO EXCAVATE, 10. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES,
8.
ExW
EXISTING CONCRETE
0
X
LOCATE AND REMOVE OR CAP
.8
Ex
ROADS AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE
TO BE REMOVED
Ex
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11
W
EXISTING SEWER CONNECTIONS
114.8
U.N.O.
Ex
Ex
118
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6.
0
E
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X
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121 EXISTING 150Ø SEWER MAIN 11. WHERE NECESSARY, CONTRACTOR SHALL OBTAIN ALL NECESSARY
/
ExS
ASSET ID 2528441
/
/
114.6
S
APPROVALS TO CARRY OUT SERVICES RELOCATION OR ALTERATIONS.
X USIL 110.74
11
DSIL 110.35
ExT
X
6.2
X
114.4
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122 X
EXISTING CONCRETE
114.2
DRIVEWAY TO BE REMOVED NOTE:
ExW
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119.8
Ex
X
AND MAKE GOOD
Ex
EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN DRAWINGS, ALL
W
122.2
Ex
Ex
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EXISTING BUILDING TO BE
IN-GROUND SERVICES WITHIN THE PROPERTY BOUNDARY INCLUDING BUT
E
119.6
X
W
REMOVE AND EXISTING
0.2 NOT LIMITED TO: STORMWATER DRAINAGE, SEWERAGE, WATER, GAS,
114.0
DWELLING MADE GOOD 12 CONTRACTOR TO EXCAVATE,
X
114
ExS
4 X ELECTRICAL AND COMMUNICATIONS TO BE SAFELY BE DISCONNECTED,
X
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115
2.
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119.4
115
X
REMOVED FROM SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR
12
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115
EXISTING SEWER CONNECTIONS
.0
115
X TO ARRANGE ALL NECESSARY APPLICATIONS AND PERMITS WITH THE
.2
ExT
115
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116
0.0 18 RELEVANT AUTHORITIES. SERVICES TO BE CAPPED IN ACCORDANCE WITH
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12
/
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3.8
119.2
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Section 33
113
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1.6
8 EXISTING BUILDING
2.0
2.2
8.0
2.4
118.2
TO REMAIN
X
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X
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123.0
X X / X X X X / X X X X/ X X
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Ex
118.8
19.3
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ADJACENT BOUNDARY
W
119.0
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X /
123 EXISTING BUILDING
SW
CONTRACTOR TO EXCAVATE ALL PALMS TO BE
5
119.2
P
119.4
123. AND LOCATE EXISTING WATER CLEARED AND GRUBBED REMOVED PROPOSED BOUNDARY
2
119.6
ExS
ExS
119.8
CONNECTION AND PROTECT
120.0
ExT
DURING CONSTRUCTION WORK 19 EXISTING FENCE
C5605
3 2
X
120.2
EXISTING POWER POLE X X EXISTING FENCE TO BE REMOVED
RP99323 RP99323
TO BE RELOCATED TO
EXISTING BUILDING
ACCOMMODATE NEW X
120.
Ex
FOOTPATH.
Ex
Ex
E
EXISTING KERB
120.6
4
EXISTING TREES TO BE
E
X
W
EXISTING PITS TO BE RAISED CLEARED AND GRUBBED / OH EXISTING OVERHEAD ELECTRICAL
TO NEW VERGE LEVELS X
ExS
E EXISTING UNDERGROUND ELECTRICAL
ExS
X
X
ExT
X X /X SW EXISTING STORMWATER
W EXSTING WATER
Ex
S EXISTING SEWER
Ex
1
Ex
E
E
W
SP161937
T EXISTING TELSTRA
ExS
EXISTING TREES
EXISTING TREES TO BE REMOVED
2 0 2 4 6 8 10
SCALE (metres)
1 : 200 (FULL SIZE)
---- ---- ---- ---- ---- North Point Approved Project Address Title
---- ---- ---- ---- ----
EOIN WHITMORE
45 MAPLE ST, COOROY AND 9 MYALL EXISTING LAYOUT PLAN
N
---- ---- ---- ---- ---- 31423 17/04/2026 ST COOROY
---- ---- ---- ---- ---- For and on behalf of RECOR Pty Ltd.
C 23/06/2026 ISSUED FOR OPERATIONAL WORKS CS EW Scale ENGINEERING & PROJECT SERVICES Client Details Project Name Sheet Size
SUNSHINE COAST | BRISBANE
B 15/06/2026 ISSUED FOR APPROVAL - ARCHITECTURAL UPDATE CS EW NTS www.recor.au | ABN 89 647 469 707 MelthornRISE
MELTHORN
MYALL PTYPTY
LTDLTD
PTY LTD COOROY SOCIAL HOUSING A1
A 17/04/2026 ISSUED FOR OWP APPROVAL CS EW COPYRIGHT © This drawing is subject to copyright in accordance with the agreement between RECOR Pty Ltd and RECOR's Project Number Drawing Number Revision
client. This drawing shall only be used for this specific project. This drawing shall not be used for construction until marked as
Rev Date Revision Description Drawn Check DO NOT SCALE, IF IN DOUBT ASK 'Issued For Construction' in the revision description. P0478-26-001 C003 C
Section 34
www.RECOR.au
45 MAPLE STREET, COOROY
24 June 2026 P a g e | 24
Stormwater Management Plan
Client Reference: P0478-26-001
Prepared for Melthorn PTY LTD