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CALILE MALOUF INVESTMENTS
Noosa Calile
Overland Flow Assessment
BBNE01676-0001-REP-001-1
9 JUNE 2025
NOOSA COUNCIL
REFERENCE DOCUMENT
OPW25/0042 23 SEP 2025
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Full text of sections 2 to 27 (of 180)
Section 2
DISCLAIMER
This Report has been prepared on behalf of and for the exclusive use of Calile Malouf Investments and is subject to and issued in accordance
with Calile Malouf Investments instruction to Engeny Australia Pty Ltd (Engeny). The content of this Report was based on previous information
and studies supplied by Calile Malouf Investments.
Engeny accepts no liability or responsibility whatsoever for it in respect of any use of or reliance upon this Report by any third party. Copying
this Report without the permission of Calile Malouf Investments or Engeny is not permitted.
Rev Date Description Author Reviewer Project Mgr. Approver
0 28/02/2025 Client Issue Zhenglong Li Brendon Bolt Zhenglong Li Brendon Bolt
1 09/06/2025 Client Issue Zhenglong Li Brendon Bolt Zhenglong Li Brendon Bolt
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Section 3
CONTENTS
1. Introduction 1
1.1 Site Characteristics 1
1.2 Regional Flooding 2
1.3 Project Data and Guidelines 2
1.4 Performance Criteria 3
2. Overland Flow Assessment 4
2.1 Local Hydrology Model 4
2.1.1 Catchments 4
2.1.1 Modelling Parameters 6
2.1.2 Summary of Peak Flows 6
2.2 Local Flood Model 6
2.2.1 Model Setup 6
2.2.1 Results 10
2.2.1 Sensitivity Results 14
2.3 Lawful Point of Discharge 16
3. Conclusion 17
4. Qualifications 18
Appendix A: Site Layout 19
Appendix B: Engineering Design Plans 20
Appendix C: Proposed Flood Maps 21
Tables
Table 2.1: Existing and Developed Catchment Parameters ................................................................................................................................. 4
Table 2.2: Key modelling parameters - Hydrology ............................................................................................................................................... 6
Table 2.3: Peak Discharge .................................................................................................................................................................................... 6
Table 2.4: Adopted manning’s ‘n’ roughness....................................................................................................................................................... 7
Table 2.5: Summary of Finished Floor Levels and Flood Immunity.................................................................................................................... 11
Figures
Figure 1.1: Site Locality ........................................................................................................................................................................................ 1
Figure 1.2: NSC Flood Hazard Mapping ............................................................................................................................................................... 2
Figure 2.1: Catchment Plan .................................................................................................................................................................................. 5
Figure 2.2: TUFLOW Setup ................................................................................................................................................................................... 8
FIGURE 2.3: MANNING’S ‘N’ VALUE..................................................................................................................................................................... 9
Figure 2.4: Excerpt of Flood Depth and DV Map - 1% (2100) AEP ..................................................................................................................... 10
Figure 2.5: Freeboard Assessment..................................................................................................................................................................... 12
Figure 2.6: Excerpt of Severe Storm depth map - 1% (2100) AEP Fully Blocked ................................................................................................ 13
Figure 2.7: Sensitivity 1 – Increased Flow Path Roughness - 1% (2100) AEP Fully Blocked – Depth and Hazard............................................... 14
Figure 2.8: Sensitivity 2 – Blocked RIP - 1% (2100) AEP Fully Blocked – Depth and Hazard .............................................................................. 15
Figure 2.9: Sensitivity 3 – Partially Blocked RIP - 1% (2100) AEP Fully Blocked – Depth and Hazard................................................................. 16
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Section 4
1. INTRODUCTION
Engeny Australia Pty Ltd (Engeny) have been engaged by Calile Malouf Investments Pty Ltd to prepare a Local Overland Flow Assessment for
a proposed Operational Works (OPW) development for application resort complex and shop at 3 & 7 Serenity Close Noosa Heads QLD 4567
(the Site). The Site is located within the Noosa Shire Council (NSC or Council) Local Government Authority (LGA). Detailed overland flow
modelling has been completed at a level of detail appropriate for Operational Works approval to confirm Alta Project’s proposed realigned
drainage and overland flow design through the site is appropriate in achieving the design requirements for the project (refer Section 1.4). A
Material Change of Use (MCU approval was granted over the site on 24 October 2024 (Application ref: 132008.176.05).
1.1 Site Characteristics
The Site has an approximate area of 2.4 ha and is located within the Tourist Accommodation zone, with part of the site also zoned as
Environmental Management and Conservation (Constrained Land). The existing lot is occupied by two dwelling houses at the eastern and
western side of the Site, with some light vegetation cover. And existing stormwater drainage easement and stormwater line traverses the
middle of the site and discharges to the existing NSC reserve to the south (noting the overland flow path does not follow the stormwater
network). The Site is sloping from the front of the Site (northeast) to the rear (southwest), with surface elevations ranging from RL 22 m AHD
to RL 8 m. The drainage path flows from northeast to southwest and drains into to Noosa River.
The proposed Site layout and preliminary engineering plans are provided in Appendix A and B of this report and the location of the Site is
shown in Figure 1.1 below.
SITE
FIGURE 1.1: SITE LOCALITY
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Section 5
1.2 Regional Flooding
NSC Interactive Flood Hazard Map identified that the Site is not influenced by regional flooding associated with the Noosa River (refer Figure
1.2).
SITE
FIGURE 1.2: NSC FLOOD HAZARD MAPPING
1.3 Project Data and Guidelines
The following data has been utilised for this assessment:
• Site Layout plans prepared by ALTA Engineering (dated 06/12/2024).
• Survey Tin supplied by ALTA Engineering (31/01/2025).
• Design Digital Elevation Models supplied by ALTA Engineering (24/02/2025).
• Proposed Drainage Design supplied by ALTA Engineering (24/02/2025).
• Design inputs for hydrologic and hydraulic modelling from the Australian Rainfall and Runoff Data Hub.
• Rainfall and Meteorological Data by Australian Bureau of Meteorology (BoM).
• Aerial LiDAR data of the ANZLIC Committee on Surveys and Mapping (ELVIS, https://elevation.fsdf.org.au/).
• Site Stormwater Management Plan supplied by ALTA Engineering (06/12/2024).
The guidelines, standards, and codes considered during the assessment were as follows:
• Noosa Shire Council Planning Scheme 2020.
• Planning act 2016 and the associated State Planning Policy (DILGP, 2017).
• Queensland Urban Drainage Manual 2017 (QUDM).
• Australian Rainfall and Runoff 2019 (ARR) 2019 (Ball, et al, 2019).
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Section 6
1.4 Performance Criteria
The adopted for the development with respect to the management of overland flow:
• Overland Flow:
– Development site and buildings to achieve appropriate freeboard above the 1% (2100) AEP flood level.
– No external impacts to adjoining properties.
– Footpath at end of Serenity Close achieves a depth x velocity project less than 0.4m2/s and depth less than 0.25m in 1% (2100) AEP.
– Assessment of severe storm (i.e. 1% (2100) AEP event with 100% blocked pipes).
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Section 7
2. OVERLAND FLOW ASSESSMENT
The objective of this assessment is to investigate the impacts the proposed development has on peak flows discharging from the Site to the
receiving drainage path (and lawful point of discharge) to determine if no nuisance of flow conditions is achieved.
2.1 Local Hydrology Model
The objective of the hydrologic assessment is to investigate the potential impact the development may have at the site outlet (southwest
boundary where flow path exists the site) and identify if any further mitigation measures are required.
Hydrologic modelling of the catchment has been carried out using WBNM software developed jointly by the University of Wollongong, Rienco
Consulting and Balance R&D. The 2019 version has been used for this investigation with ARR2019 hydrology being used.
Modelling has been carried out for the 1%, 10% AEP storm events and 1%, 10% AEP Climate Change (2100) for a range of durations. The
following scenarios have been investigated:
(1) Developed Scenario – Represents the proposed development, associated earthworks and proposed drainage network.
2.1.1 Catchments
The flow path that influences the Site includes properties on northern side of Serenity Close to the properties on western side of Serenity
Close and entire Serenity Close. Details of the catchments can be found in ALTA Engineering Catchment Layout Drawings (ref. A6769-23-
SMP07, dated 20/01/2025). The Developed (Post-development) catchment and impervious percentages detailed below in Table 2.1. Fraction
impervious values have been based on the ALTA’s drawings.
A catchment plan is provided in Figure 2.1.
TABLE 2.1: EXISTING AND DEVELOPED CATCHMENT PARAMETERS
Developed
Sub-Catchment
Area (ha) Fraction Impervious (%)
Lot 12 0.96 80
Lot 4 0.25 80
Lot 5 0.28 80
4A 0.08 80
4B 0.08 80
Road 0.61 80
CA_4 0.21 20
CA_5 0.19 20
6 0.1 20
7 0.15 80
8 0.13 80
TOTAL 3.04 -
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Section 8
FIGURE 2.1: CATCHMENT PLAN
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2.1.1 Modelling Parameters
A hydrologic analysis of the Site and contributing catchments has been undertaken to determine the pre and post-development peak
discharges. Key hydrologic model details are provided in Table 2.2.
TABLE 2.2: KEY MODELLING PARAMETERS - HYDROLOGY
Parameter Details Basis / Comments
Software WBNM -
Approach ARR 2019 Methodology -
Pervious Initial and Continuing
31mm / 3.4mm/hr
Losses
ARR Data Hub
Lat: -26.394
Temporal Patterns East Coast North (ECNorth)
Long: 153.085
Pre-Burst Median
BOM Rainfall IFD Data System
IFD - Lat: -26.394
Long: 153.085
2.1.2 Summary of Peak Flows
TABLE 2.3: PEAK DISCHARGE
1% AEP 1% (2100) AEP
Model Outlet 1.91 2.32
2.2 Local Flood Model
Flood modelling of the local catchment has been carried out using TUFLOW software developed by BMT WBM. TUFLOW is a computational
engine that provides one-dimensional (1D) and two-dimensional (2D) solutions for the free surface flow equations to simulate flood and
tidal wave propagation. The Heavily Parallelised Compute (HPC) computational method has been applied using 2023-10-AE version of
TUFLOW. Modelling assumptions and outcomes are described below.
2.2.1 Model Setup
A local flood model has been setup to represent the Proposed scenario for the site and are described below:
• Proposed Scenario (004) – The Proposed Scenario has been prepared to represent the proposed development (including changes to
hydrology, earthworks and associated infrastructure) to assess any potential changes that may result within the drainage path from the
development works.
The TUFLOW hydraulic model been assessed for 1% AEP and 1% AEP Climate Change storm events. The assessment has considered a range
of storm durations (15 min to 120 min) to ensure that the critical storm is defined. Critical duration was under 15 minutes for all events. A
summary of the model setup is detailed below with TUFLOW model setup presented below in Figure 2.2.
Sensitivity Assessment – Three sensitivity assessments were completed for the following arrangements and run for the 1% (2100) AEP event:
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Section 10
– Sensitivity 1 - Increased flow path roughness (005) – The proposed flow path through the development site is currently proposed to
have a manicured grass base (n=0.035) with vegetated batters (n=0.06). The sensitivity assessment was completed assuming the
base is also vegetated (n=0.06).
– Sensitivity 2 - Blocked Rapid Infiltration Pit (RIP) (005a) – Assumes the catchments on the north side of Serenity Close that report to
approved on-site RIP’s are blocked with catchments Lot 4, Lot 5, 4A and 4B all report into Serenity Close. Lots 1 and 2 do not report
to a RIP and would report to Serenity Close as currently does.
– Sensitivity 3 - Partially Blocked Rapid Infiltration Pit (RIP) (005b) – Assumes the catchments on the north side of Serenity Close that
report to approved on-site RIP’s are partially blocked with catchments Lot 4, Lot 5, 4A and 4B all report into Serenity Close. Lots 1
and 2 do not report to a RIP and would report to Serenity Close as currently does. For this scenario it is assumed that the RIP can
manage the Q10 with excess flows reporting Serenity Close.
2.2.1.1 Topography
Model topography has been based upon 2015 Light Detection and Ranging (LiDAR) along with the detailed site survey. Design DEM has been
incorporated into the model to represent the proposed development.
The catchment has been modelled using a 0.5m hydraulic model grid size.
2.2.1.2 Boundaries
The inflow boundaries for the catchment have been read into the model using inflow polygons (2d_sa and 2d_bc) to represent inflow from
the WBNM hydrology model.
The outflow boundary for the model has been applied 70m downstream of the site, which is approximately 5m lower than the site outlet
and is considered suitable for this assessment. A normal depth rating curve has been adopted for the downstream with a water surface slope
of 0.02 m/m.
2.2.1.3 Roughness
The model roughness is represented by the Manning’s roughness coefficient, n, in the TUFLOW materials file. Manning’s coefficients have
been applied to reflect the land use within the catchment, assuming development conditions based on NSC zoning and aerial imagery.
Roughness coefficients are outlined in Table 2.4, while the spatial distribution of material types in the TUFLOW model extent is included in
FIGURE 2.3.
TABLE 2.4: ADOPTED MANNING’S ‘N’ ROUGHNESS
Land Use Manning’s ‘n’
Road 0.025
Buildings 0.3
Vegetated Channel 0.035
Vegetation 0.06
Gravel/Grass 0.065
Dense Vegetation 0.15
Residential 0.12
2.2.1.4 Structures
The stormwater network represented in the hydraulic model aligns with the stormwater plan and long-section developed by Alta Projects
and are presented in Appendix B:.
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FIGURE 2.2: TUFLOW SETUP
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FIGURE 2.3: MANNING’S ‘N’ VALUE
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2.2.1 Results
The Proposed Scenario flood maps are presented in Appendix C: and have been prepared to detail the peak flood depth, velocity and hazard
in relation to the drainage path influencing the site. The proposed lot layout has been shown within this mapping to highlight how the local
flooding within the drainage path influences the development. Further discussion is presented below in relation to key components of the
assessment that relate to:
• Flood Depths.
• Culvert and Channel Velocity.
• Defined Flood Levels and Flood Immunity.
• Severe Storm.
2.2.1.1 Flood Depth and Depth x Velocity (DV)
An assessment of flood depth and DV in the 1% (2100) AEP highlights that flow depths in the overland flow path are generally less than 0.3m
and flows depth in the Serentiy Close cul-de-sac head and downstream flood path are generally less than 0.25m and DV less than 0.4m2/s.
Figure 2.4 details the flood depth and DV in relation to the site in the 1% (2100) AEP. Flood mapping in Appendix C: also highlights that the
footpath remain dry in the 10% AEP events.
FIGURE 2.4: EXCERPT OF FLOOD DEPTH AND DV MAP - 1% (2100) AEP
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2.2.1.2 Defined Flood Levels and Flood Immunity
An assessment was completed to identify if the proposed buildings associated with the development will achieve the required 0.5m
freeboard. Table 2.5 provides a summary of the floor levels along with associated defined flood level, freeboard provided and if it achieves
the minimum 0.5m freeboard (SC6.7.5 Specific Design and Construction Requirements – Clause (2) (m) (iv)). When reviewing the results,
each building achieves the minimum freeboard required. It is noted that FFL2 achieves its freeboard through the inclusion of a wall (approx.
1m high) to contain flows within the flow path. Figure 2.5 provides an overview of finished floor levels, top of wall levels and defined flood
height (i.e. 1% (2100) AEP).
TABLE 2.5: SUMMARY OF FINISHED FLOOR LEVELS AND FLOOD IMMUNITY.
Section Finished Floor Level Top of Wall (m AHD) DFL (m AHD) Freeboard Achieved Min 0.5m Freeboard
(m AHD) (m) Achieved
FFL1 18.60 - 18.05 0.55 ✓
FFL2 17.75 18.75* 17.80 0.95 ✓
FFL3 18.25 - 17.55 0.70 ✓
FFL4 18.0 - 17.49 0.51 ✓
FFL5 18.0 - 17.22 0.78 ✓
FFL6 19.0 - 17.01 1.99 ✓
Foot Bridge 18.90 - 16.92 1.98 ✓
* The flood immunity to this building is provided by an impervious wall.
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FIGURE 2.5: FREEBOARD ASSESSMENT
2.2.1.3 Channel and Culvert Scour Protection
The maximum velocity in the proposed culvert outlet is 2.10 m/s. As such, scour protection is recommended in accordance with the
Queensland Urban Drainage Manual. This guideline recommends rock size D50 = 200mm and extend 3.6m past the outlet.
Velocities within the flow path are generally less than 2.0m/s, however, there a section between the foot bridge and Serenity Close, where
the velocities are up to 2.30 m/s. It is recommended that reinforced turf is considered in this section of the channel (approx. CH150 to 170).
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2.2.1.4 Severe Storm
A severe storm assessment has been completed, which has assessed the 1% (2100) AEP, assuming stormwater network is 100% blocked.
Figure 2.6 highlights the flood depths in this event, which highlights flow depth reach a maximum 0.7m (in upstream pit), with flow depths
in channel being generally less than 0.5m. This mapping also highlights that flows are contained within the designated flow path and do not
break out and impact the proposed development. Downstream of the site it is seen that flows are contained within the cul-de-sac of Serenity
Plan and designated footpath, and do not impact the transformer pad or adjacent properties.
FIGURE 2.6: EXCERPT OF SEVERE STORM DEPTH MAP - 1% (2100) AEP FULLY BLOCKED
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2.2.1 Sensitivity Results
Three sensitivity assessments were completed for the following arrangements and run for the 1% (2100) AEP events with the outcome of
these scenarios described below.
2.2.1.1 Sensitivity 1 (005) – Increased Flow Path Roughness
This sensitivity scenario, which assessed the increased roughness applied to the channel base, shows that there is a minor increase in flow
depth and hazard within the flow path, however, these changes managed well within the 0.5m freeboard applied. The flow depth in the 1%
(2100) AEP generally increases by up to 0.08m along the channel, with a maximum increase of 0.1m noted. Flood hazard in the 1% (2100)
AEP event has a maximum change of only 0.02m2/s, with hazard remaining below 0.40m2/s. An excerpt of the 1% (2100) AEP depth and
hazard maps are detailed below in Figure 2.7.
FIGURE 2.7: SENSITIVITY 1 – INCREASED FLOW PATH ROUGHNESS - 1% (2100) AEP FULLY BLOCKED – DEPTH AND HAZARD
2.2.1.2 Sensitivity 2 (005a) – Blocked RIP
This sensitivity scenario, which assessed the full blockage of the RIP, shows that there is a minor increase in flow depth and hazard within
the flow path, however, these changes managed well within the 0.5m freeboard applied. The flow depth in the 1% (2100) AEP generally
increases by up to 0.07m along the channel, with a maximum increase of 0.09m noted. Flood hazard in the 1% (2100) AEP event has a
maximum change of only 0.09m2/s, with hazard remaining below 0.40m2/s. An excerpt of the 1% (2100) AEP depth and hazard maps are
detailed below in Figure 2.8.
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FIGURE 2.8: SENSITIVITY 2 – BLOCKED RIP - 1% (2100) AEP FULLY BLOCKED – DEPTH AND HAZARD
2.2.1.3 Sensitivity 3 (005b) – Partially Blocked RIP
This sensitivity scenario, which assessed the partial blockage of the RIP (flows excess of Q10), shows that there is a minor increase in flow
depth and hazard within the flow path, however, these changes managed well within the 0.5m freeboard applied. The flow depth in the 1%
(2100) AEP generally increases by 0.01m along the channel. Flood hazard in the 1% (2100) AEP event has a maximum change of only 0.01m2/s,
with hazard remaining below 0.40m2/s. An excerpt of the 1% (2100) AEP depth and hazard maps are detailed below in Figure 2.9.
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FIGURE 2.9: SENSITIVITY 3 – PARTIALLY BLOCKED RIP - 1% (2100) AEP FULLY BLOCKED – DEPTH AND HAZARD
2.3 Lawful Point of Discharge
The Queensland Urban Drainage Manual (QUDM) (4th Edition – Institute of Public Works Engineering Australasia, Queensland Division)
identifies that a test can be undertaken to determine whether a lawful point of discharge exists:
The criteria for determining the lawful point of discharge are:
• Will the proposed development alter the site’s stormwater discharge characteristics in a manner that may substantially damage a third-
party property (see Section 3.6)?
• If not, then no further steps are required to obtain tenure for a lawful point of discharge (assuming any previous circumstances
and changes were lawful).
The existing stormwater outlet has been relocated approximately 130m to the south-west of the existing outlet, with the discharge location
remaining in NSC Reserve, which is considered the sites lawful point of discharge.
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Section 20
3. CONCLUSION
Engeny Australia Pty Ltd (Engeny) have been engaged by Calile Malouf Investments Pty Ltd to prepare a Local Overland Flow Assessment for
a proposed Operational Works (OPW) development for application resort complex and shop at 3 & 7 Serenity Close Noosa Heads QLD 4567.
Detailed overland flow modelling has been completed at a level of detail appropriate for Operational Works approval to confirm Alta Project’s
proposed realigned drainage and overland flow design through the site is appropriate in achieving the design requirements for the project.
The assessment has found that flows can be appropriately managed through the site via an overland flow path which connect into the
Serenity Close cul-de-sac footpath, without impacting adjoining properties or resulting in non-compliant flows with the road and footpath.
The assessment found that the finished floor levels of each building achieve a minimum 0.5m freeboard and is able to contain the severe
storm event (i.e. 1% (2100) AEP fully blocked stormwater network).
Three sensitivity assessments were completed, which assessed increased in flow path roughness and increase in flow reporting from external
catchments. Each of the sensitivities highlighted that there were only minor changes resulting, with flow depth only increasing by up 0.1m,
well below the 0.5m freeboard applied to the development. The flow hazard (DV) also had a minor change, with hazard remaining below
0.40m2/s.
Reinforced turf is recommended for the last 20m of channel upstream of Serenity Close (velocity up to 2.30 m/s) and rock protection be
placed to manage the outlet velocities (rock size D50 = 200mm and extend 3.6m past the outlet).
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Section 21
4. QUALIFICATIONS
(a) In preparing this document, including all relevant calculation, and modelling, Engeny Australia Pty Ltd (Engeny) has exercised the degree
of skill, care and diligence normally exercised by members of the engineering profession and has acted in accordance with accepted
practices of engineering principles.
(b) Engeny has used reasonable endeavours to inform itself of the parameters and requirements of the project and has taken reasonable
steps to ensure that the works and document is as accurate and comprehensive as possible given the information upon which it has
been based including information that may have been provided or obtained by any third party or external sources which has not been
independently verified.
(c) Engeny reserves the right to review and amend any aspect of the works performed including any opinions and recommendations from
the works included or referred to in the works if:
(i) Additional sources of information not presently available (for whatever reason) are provided or become known to Engeny; or
(ii) Engeny considers it prudent to revise any aspect of the works in light of any information which becomes known to it after the
date of submission.
(d) Engeny does not give any warranty nor accept any liability in relation to the completeness or accuracy of the works, which may be
inherently reliant upon the completeness and accuracy of the input data and the agreed scope of works. All limitations of liability shall
apply for the benefit of the employees, agents, and representatives of Engeny to the same extent that they apply for the benefit of
Engeny.
(e) This document is for the use of the party to whom it is addressed and for no other persons. No responsibility is accepted to any third
party for the whole or part of the contents of this Report.
(f) If any claim or demand is made by any person against Engeny on the basis of detriment sustained or alleged to have been sustained as
a result of reliance upon the Report or information therein, Engeny will rely upon this provision as a defence to any such claim or
demand.
(g) This Report does not provide legal advice.
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Section 22
APPENDIX A: SITE LAYOUT
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Section 23
Noosa Council documents
SERENI
TY CLOS
E
EXISTING
STORMWATER
INLET EXISTING PMT
6000.00
OVERLAND FLOW
PATH ABOVE
(1:200 MIN) 6 m SETBAC
K
4000.00
10 m SETBAC
K
T
PM
2x
E
BAN
S EXHAUST PLENUM EXHAUST PLENUM EXHAUST PLENUM
LO
CL
C CK
5400.00
BIKE PARKING
A
Y TB SMALL SMALL SMALL SMALL SMALL SMALL SMALL SMALL
23 m²
KSI
37
SE
STAFF GOODS CAR CAR CAR CAR CAR CAR CAR CAR
IT 6m K
AMENITIES LIFT
N B AC
(EOT)
6000.00
E ET
64 m²
R
4000.00
S
A A
E m
6200.00
S 10 LEVEL 01 CARPARK
(118
RLSPACES)
11.750
4
VEN
RL 11.750
5400.00
34
60
BIKE PARKING
00.0
UE
STAIR TO 30 m²
0
LEVEL 02
RL 11.750
CLCL
54
40
00.0
00.0
LIFT
5400.00
RL 11.750 LIFT 01
EXHAUST
LOBBY
RISER
0
0
57 FIRE STAIR 02 COMMS, DB, GOODS
FIR ²
NBN LIFT
6m
12 m²
E
LIFT 02
ST
GOODS GOODS
62
AIR
LIFT LIFT
00.0
LOBBY
03
26
LIFT 03
6200.00
0
COMMS,
DB SATELLITE
RISER
BIN STORE HOTEL STORE
54
00.0
51 m² 60 m²
0
M
NU
5400.00
LE
TP PLANT ROOM SMALL SMALL SMALL SMALL PWD
24 SMALL SMALL SMALL
US CAR CAR CAR CAR CAR CAR CAR GREASE
HA 71 m²
EX ARRESTOR
16 m²
CL
SUPPLY AIR SUPPLY AIR SUPPLY AIR SUPPLY AIR
)
ES
CL
R CY
K O
AR OT
OVERLAND FLOW RP M
CA + 4
UNDERSIDE OF RAMP UP TO UNDERSIDE OF
PATH ABOVE S RAMP LOWER GROUND RAMP
(1:200 MIN) CE
S PA
AR
0C
(6
DAY SPA
1063 m²
RL 11.750
S
OL
S PO
ES
LN
EL
W
ND
OU
GR
IN
AL
RN
TE
EX
AL
RN PE
T E CA D
EX NDS YAR KY)
T
LA UR T O S ENVIRONMENTAL
CO EN
PLANT ROOM P MANAGEMENT AND
EXHAUST 3 (O
10 m² L0 CONSERVATION ZONE
RISER ER VE
IS LE AR
9 m² T R AT CLE
US ER )
HA F .5M G SS
EX ANS IT (4 DIN
TR F F LOA TC
H
EG
RE
A CK
PA E
SO ER DIS ZON TB
OV SE
BO
0m
.00
OM
1 CK
0 E/
400 TT Y A
GA
LE LE
PA OL E TB
.00
T
SE
E
0 TR TOR
600
40
S L S
6m
E
OR OO
00.0
V ST SP
LR OIL ES
LN
0
DOCK V
EL
W
OFFICE SR ND
OU
60
31 m² V GR
00.0
MR IN
AL
RN
0
REFUSE TE
S EQUIP EX
S OD
MM GO IFT 56 m²
CO NBN L
DB A IR
ST
E
F IR
WATER
METER +
BOOSTER CLEAN LINEN
BIN STORE
16 m² STORE
72 m²
56 m²
DIRTY LINEN
STORE
57 m² HOTEL
CELLAR
51 m²
HOTEL
AMENITY
STORE
36 m²
.00
EXISTING PMT
APPROVED PLAN
00
40
132008.176.05
.00
00
60
NOOSA COUNCIL
17 OCTOBER 2024
T
E EN
N M
Z O GE
N A
O N
TI M A
VA AL
ER NT
NS E
O M
C N
D IRO
AN NV
E
REV DESCRIPTION BY DATE
RICHARDS & SPENCE CHECK ALL DIMENSIONS ON SITE BEFORE FABRICATION OR SETOUT
NORTHPOINT: DEVELOPMENT SUMMARY:
A
B
FOR INFORMATION (PLANNING REVIEW)
FURTHER ADVICE RESPONSE
29.07.24
30.08.24
PROJECT:
3 - 7 SERENITY CLOSE NOOSA HEADS
Section 24
TITLE:
PLAN - GA - BASEMENT
ANY FORM OF REPRODUCTION OF THIS DRAWING IN FULL OR PART
WITHOUT THE WRITTEN PERMISSION OF RICHARDS AND SPENCE PTY
SITE COVER 8735 m2 (39%)
LTD CONSTITUTES AN INFRINGMENT OF COPYRIGHT PROJECT DIRECTOR: STATUS:
© COPYRIGHT RICHARDS AND SPENCE PTY LTD GFA TOTAL 17,612 m2
UPSTAIRS SHOP AM5 ADA LANE, 46 JAMES ST
FORTITUDE VALLEY
APR PRELIMINARY ONLY
BRISBANE QLD 4006
1:400
@ A1
0 4m 8m 12 m 16 m 20 m 40 m HOTEL ROOMS 186 (159 Standard, 23 Suites, 4 Villas)
TEL +61 7 3257 0077 SCALE: CLIENT: PROJECT NUMBER: DRAWING NUMBER: REVISION:
[email protected]
[email protected]
1:800
@ A3
0 8m 16 m 24 m 32 m 40 m 80 m 1 : 350@A1 CAR PARKS 298 Cars, 10 Motorcycles CALILE MALOUF INVESTMENTS 2100004 AR-01-01-G B
Document Set ID: 23310967
23806878
Version: 2,
0, Version Date: 24/10/2024
01/01/1900 Print Date: 24 October 2024, 5:15 PM
Section 25
Noosa Council documents
SERENI
TY CLOS
E
EXISTING
STORMWATER
INLET EXISTING PMT
6000.00
OVERLAND FLOW
PATH ABOVE
(1:200 MIN) 6 m SETBAC
K
4000.00
10 m SETBAC
K
INDICATIVE CABLE
PATH SHOWN
DASHED
T
PM
2x 2 X PMT
ABOVE
E
BAN
S EXHAUST PLENUM EXHAUST PLENUM
LO
CL
MSB
58 m²
CK
BIKE PARKING
C
5400.00
CLEANER
A
TB
22 m²
Y 20 m² SMALL SMALL SMALL SMALL SMALL SMALL SMALL SMALL
KSI
36
SE
GOODS CAR CAR CAR CAR CAR CAR CAR CAR (AVAILABLE)
IT 6m K
LIFT
N B AC
6000.00
E ET
PWD
R
4000.00
S
A A
E m
6200.00
S 10 COMMS
LEVEL 02 CARPARK FAN ROOM
ROOM
(112 CAR SPACES + 4 MOTORCYCLES)
RL 14.750 56 m²
PLANT ROOM 44 m²
VEN
121 m²
PWD
6
5400.00
60
00.0
UE
STAIR TO RL 14.750
0
LEVEL 03
CLCL
RL 14.750
40
00.0
5400.00
LIFT LIFT 01
EXHAUST
LOBBY
RISER
0
54 FIRE STAIR 02 COMMS, DB, GOODS
NBN LIFT
LIFT 02 12 m²
GOODS
LIFT
LIFT 03
6200.00
COMMS,
DB RISER BIKE PARKING
HOTEL ADMIN 50 m²
509 m²
)
IN
5400.00
(TW IN ROOM
D CAR PARK
PW DINING PWD SMALL SMALL SMALL SMALL SMALL SMALL SMALL SMALL SMALL
KITCHEN CAR CAR CAR CAR
SERVICES 22 CAR CAR CAR CAR CAR
17 m²
C. 138 m²
CIR
LY
CL
T ON SUPPLY AIR SUPPLY AIR SUPPLY AIR SUPPLY AIR
ES
GU
PW
D
TW
IN
OVERLAND FLOW RAMP UP TO RAMP DOWN TO
03
PATH ABOVE GROUND LEVEL BASEMENT
RL 14.750
KIN IDE)
(1:200 MIN)
(S
G
01
TW
IN
03
KIN IDE)
(S
G
01
TW
IN
03
KIN IDE)
(S
G
01
TW
R1
IN
SC
03
KIN ENT
(C
K
G ER
C
O
03 )
D
G
IN
AD
LO
ENVIRONMENTAL
TO
MANAGEMENT AND
ID
VO
3 CONSERVATION ZONE
L0 EN
ER EVE R RD
T RIS T L EA GA
US ST A CL
HA R AU FER .5M G)
SU
EX ISE
CK
H S
R EX AN IT (4 DIN
A
ITE
TR F F LOA
SO ER TB
SE
01
OV
TW
0m
0 .00 1 CK
IN
400 A
03
TB
.00
TW
0 SE
600
TO
40
ID AY
IN
6m
VO EW
00.0
IV
DR
04
KIN ENT
(C
0
G ER
FAN ROOM
03 )
60
46 m²
00.0
HSK STORE
0
25 m²
S
S OD
MM GO IFT
TW
CO NBN L
IN
DB
SS
04
RE
KIN ENT
EG SS
(C
ER RE
G ER
W EG
LO
03 )
E R
P
UP
TW
IN
04
EN
RD
KIN ENT
GA
(C
G ER
03 )
TW
IN
03
SU
ITE
01
EN
RD
GA
.00
EXISTING PMT
00
40
.00
00
60
APPROVED PLAN
132008.176.05
T
E EN
N M
NOOSA COUNCIL
Z O GE
N A
O N
TI M A
VA AL
17 OCTOBER 2024
ER NT
NS E
O M
C N
D IRO
AN NV
E
REV DESCRIPTION BY DATE
RICHARDS & SPENCE CHECK ALL DIMENSIONS ON SITE BEFORE FABRICATION OR SETOUT
NORTHPOINT: DEVELOPMENT SUMMARY:
A
B
FOR INFORMATION (PLANNING REVIEW)
FURTHER ADVICE RESPONSE
29.07.24
30.08.24
PROJECT:
3 - 7 SERENITY CLOSE NOOSA HEADS
TITLE:
PLAN - GA - LOWER GROUND
ANY FORM OF REPRODUCTION OF THIS DRAWING IN FULL OR PART
WITHOUT THE WRITTEN PERMISSION OF RICHARDS AND SPENCE PTY
SITE COVER 8735 m2 (39%) C FURTHER ADVICE RESPONSE (RFI) 11.09.24
LTD CONSTITUTES AN INFRINGMENT OF COPYRIGHT PROJECT DIRECTOR: STATUS:
© COPYRIGHT RICHARDS AND SPENCE PTY LTD GFA TOTAL 17,612 m2
UPSTAIRS SHOP AM5 ADA LANE, 46 JAMES ST
FORTITUDE VALLEY
APR PRELIMINARY ONLY
BRISBANE QLD 4006
1:400
@ A1
0 4m 8m 12 m 16 m 20 m 40 m HOTEL ROOMS 186 (159 Standard, 23 Suites, 4 Villas)
TEL +61 7 3257 0077 SCALE: CLIENT: PROJECT NUMBER: DRAWING NUMBER: REVISION:
[email protected]
[email protected]
1:800
@ A3
0 8m 16 m 24 m 32 m 40 m 80 m 1 : 350@A1 CAR Section 26
PARKS 298 Cars, 10 Motorcycles CALILE MALOUF INVESTMENTS 2100004 AR-01-02-G C
Document Set ID: 23310967
23806878
Version: 2,
0, Version Date: 24/10/2024
01/01/1900 Print Date: 24 October 2024, 5:15 PM
Section 27
Noosa Council documents
6000.00
4000.00
LOFT
LOFT
LOFT
LOFT
6000.00
4000.00
EXHUAST RISER
60 LOFT
00.0
PLANT ROOM HOTEL STORE
0
30 m² 46 m²
GARDEN
(CENTER)
SUITE 02
(CENTER)
(CENTER)
(CENTER)
TWIN 03
TWIN 03
40
KING 03
KING 01
SUITE 01
TWIN 04
TWIN 04
KING 03
KING 03
KING 03
(SIDE)
00.0
SCR1
PWD
GARDEN LIFT 01
0
COMMS, DB, GOODS
SCR1
NBN LIFT
LIFT 02
GOODS
LIFT LIFT VOID
LOBBY PWD (KING)
GOODS LIFT 03 SCR1 GARDEN
LIFT
LOBBY COMMS,
DB RISER RISER
SUITE 01
SCR1
SCR1 SCR1 SCR1
GARDEN
TWIN 03
GARDEN GARDEN GARDEN GARDEN
BALCONY
(CENTER)
KING 03
TWIN 03
VILLA 02
VILLA 02
VILLA 02
KING 01
VILLA 02
(SIDE)
GARDEN
BALCONY BALCONY BALCONY BALCONY
GARDEN GARDEN GARDEN GARDEN
ENVIRONMENTAL
MANAGEMENT AND
CONSERVATION ZONE
0 .00
400
0 .00
600
40
00.0
0
60
00.0
0
.00
00
40
.00
00
60
APPROVED PLAN
132008.176.05
T
E EN
NOOSA COUNCIL
N M
Z O GE
N A
O N
TI M A
17 OCTOBER 2024
VA AL
ER NT
NS E
O M
C N
D IRO
AN NV
E
REV DESCRIPTION BY DATE
RICHARDS & SPENCE CHECK ALL DIMENSIONS ON SITE BEFORE FABRICATION OR SETOUT
NORTHPOINT: DEVELOPMENT SUMMARY:
A
B
FOR INFORMATION (PLANNING REVIEW)
FURTHER ADVICE RESPONSE
29.07.24
30.08.24
PROJECT:
3 - 7 SERENITY CLOSE NOOSA HEADS
TITLE:
PLAN - GA - LEVEL 03
ANY FORM OF REPRODUCTION OF THIS DRAWING IN FULL OR PART
WITHOUT THE WRITTEN PERMISSION OF RICHARDS AND SPENCE PTY
SITE COVER 8735 m2 (39%)
LTD CONSTITUTES AN INFRINGMENT OF COPYRIGHT PROJECT DIRECTOR: STATUS:
© COPYRIGHT RICHARDS AND SPENCE PTY LTD GFA TOTAL 17,612 m2
UPSTAIRS SHOP AM5 ADA LANE, 46 JAMES ST
FORTITUDE VALLEY
APR PRELIMINARY ONLY
BRISBANE QLD 4006
1:400
@ A1
0 4m 8m 12 m 16 m 20 m 40 m HOTEL ROOMS 186 (159 Standard, 23 Suites, 4 Villas)
TEL +61 7 3257 0077 SCALE: CLIENT: PROJECT NUMBER: DRAWING NUMBER: REVISION:
[email protected]
[email protected]
1:800
@ A3
0 8m 16 m 24 m 32 m 40 m 80 m 1 : 350@A1 CAR PARKS 298 Cars, 10 Motorcycles CALILE MALOUF INVESTMENTS 2100004 AR-01-06-G B
Document Set ID: 23310967
23806878
Version: 2,
0, Version Date: 24/10/2024
01/01/1900 Print Date: 24 October 2024, 5:15 PM
The text continues on section 28.