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SCG Consulting Engineers
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Unit 1/11 Project Avenue,
WORKING FOR YOUR PROJECTS SUCCESS Noosaville QLD 4566
P: 07 5455 5604
E: [email protected]
PO Box 1661,
Noosa Heads QLD 4567
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STORM WATER MANAGEMENT PLAN
Lots 1 and 2 on RP116776
23-25 Sidoni Street, Tewantin
CLIENT: Take II Holdings Pty Ltd
RESIDENTIAL DEVELOPMENT
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Page 2
Document Status
Document Type Author Revivewed by Date Issued Revision
Report Tom Harrington Sean Richardson 15 December
2023
Report Tom Harrington 26 July 2024 A
Project Details
Project Name Stormwater Management Plan
Project Address 23-25 Sidoni Street, Tewantin
Client Take II Holdings Pty Ltd
Authors Tom Harrington RPEQ 27698
Reviewed by Sean Richardson RPEQ 5835
SCG Consulting Engineer reference 33094(SWM)
SCG Consulting engineers 2 SCG Ref: 33094(SWM).Rev A
Page 3
Table of Contents
STORMWATER MANAGEMENT PLAN
STORM WATER MANAGEMENT PLAN............................................................................................ 1
Table of Contents ....................................................................................................................... 3
1.0 INTRODUCTION: ............................................................................................................. 4
2.0 EXISTING SITE DESCRIPTION: ......................................................................................... 4
3.0 PROPOSED DEVELOPMENT:.............................................................................................. 5
4.0 EXISTING DRAINAGE: ...................................................................................................... 6
4.1 Existing Drainage and Infrastructure: ............................................................................. 6
4.2 Lawful Point of Discharge: ............................................................................................ 6
5.0 STORMWATER QUALITY: ................................................................................................. 7
5.1 State Planning Policy Assessment .................................................................................. 7
5.2 Construction Phase ...................................................................................................... 8
5.3 Operational Phase ....................................................................................................... 8
5.3.1 Water Quality Objectives ...................................................................................................................8
5.3.2 Proposed Treatment Measures .........................................................................................................8
5.3.3 Pollutant Modelling ...........................................................................................................................9
5.3.4 Proposed Treatment Train.................................................................................................................9
6.0 STORMWATER QUANTITY: ............................................................................................. 11
6.1 Drains Analysis ........................................................................................................... 12
6.1.1 Existing Catchments .........................................................................................................................12
6.1.2 Peak Flows .......................................................................................................................................12
6.1.3 Peak Flow Mitigation (OSD) .............................................................................................................13
6.2 Proposed Drainage: .................................................................................................... 15
6.3 Manage Allotment and Cross Allotment Flows: .............................................................. 15
6.4 Climate Change Consideration for Year 2100 ................................................................ 16
7.0 FLOODING .................................................................................................................... 16
8.0 CONCLUSION ................................................................................................................ 17
APPENDIX A DETAILED SITE SURVEY .................................................................................. 18
APPENDIX B NOOSA COUNCIL DRAINAGE INFRASTRUCTURE ................................................ 19
APPENDIX C PROPOSED DEVELOPMENT PLANS .................................................................... 20
APPENDIX D CONCEPT STORMWATER MANAGEMENT PLAN................................................... 21
APPENDIX E NOOSA COUNCIL FLOOD CERTIFICATE ............................................................. 22
SCG Consulting engineers 3 SCG Ref: 33094(SWM).Rev A
Page 4
1.0 INTRODUCTION:
SCG Consulting Engineers have been commissioned by Tim Ditchfield Architects to provide a Storm
Water Management Plan for the proposed development at Lots 1 and 2 on RP116776, 23-25 Sidoni
Street, Tewantin.
The proposed development involves the construction of a multi level residential building and a single
commercial tenancy. The objective of this stormwater management plan is to demonstrate that the
following measures will be incorporated into the design and construction of the development:
• Maintain stormwater quality – Protect receiving waters (during and post construction)
• Manage storm water peak flow rates of runoff and existing flow path characteristics.
• Protect against flooding.
• Adopt Water Sensitive Urban Design (WSUD) principles throughout.
This report should be read in conjunction with our concept Stormwater Management Plan (SWMP)
(Appendix D) drawing (No.) 33094 – C5.1.
The proposed development has been assessed against the following guidelines and planning
documents:
• Queensland Urban Drainage Manual 2017 (QUDM)
• Water Sensitive Urban Design (WSUD) Technical Design for S.E. Queensland
• Noosa Plan 2020
• State Planning Policy 2017
• AS/NZS 3500.3:2018 – Plumbing and Drainage Part 3 – Stormwater Drainage
• QDC MP1.4 – Rainwater Tanks and Other Supplementary Water Supply Systems.
2.0 EXISTING SITE DESCRIPTION:
The Site is described as Lots 1 and 2 on RP116776, is located within Noosa Council Government area
and is approximately 2002m2 (0.20ha) in area.
The site is currently vacant and site cover is predominately short grasses. The site is located in a
“District Centre” zoning in accordance with the Noosa Plan 2020
The site generally falls from the rear (southern) boundary in a northern direction towards the front
boundary on Blakesley Street. Council drainage infrastructure is located within the road reserve
consisting of side entry pits connected to an underground network.
SCG Consulting engineers 4 SCG Ref: 33094(SWM).Rev A
Page 5
Figure 1.1 – Locality Plan
3.0 PROPOSED DEVELOPMENT:
A mixed use development is proposed for the allotment comprising of a single commercial tenancy and
a multi level residential building.
The proposed development plans are detailed by Tim Ditchfield Architects in plans Project No: 2301
sheets PD1.01A through PD1.09A (Refer Appendix C.) The development includes the following:
• 24 Carparking spaces and 1 shared space
• 3 Motorcycle spaces and 12 bicycle spaces
• Bin storage and wash down areas
• Landscaping areas across site
• Single property driveway access to Blakesley Street
• Commercial café/kitchen with dining areas
SCG Consulting engineers 5 SCG Ref: 33094(SWM).Rev A
Page 6
4.0 EXISTING DRAINAGE:
4.1 Existing Drainage and Infrastructure:
Data obtained from Noosa Councils Interactive Mapping System accompanied with a detailed site survey
prepared by Noosa Cooloola Land Surveys confirms the following drainage infrastructure.
− Kerb and channel to Sidoni and Blakesley Street
− An underground drainage network discharging to the Noosa river.
Refer Appendix A for the detailed site survey and Appendix B for Noosa Council’s Drainage
Infrastructure Map
4.2 Lawful Point of Discharge:
The lawful point of discharge is described in Section 3.9.1 of QUDM 2017. The ‘Lawful Point of
Discharge Test’ may be helpful in assessing whether a lawful point of discharge exists at a particular
location. As defined in QUDM 2017 the criteria for determining the lawful point of discharge are: -
1. 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).
• If there is a reasonable risk of such damage, then consider issue (2) or (3).
2. Is the location of the discharge from the development site under the lawful control of
the local government or other statutory authority from whom permission to discharge
has been received? This will include a park, watercourse, drainage or road reserve,
stormwater registered drainage easement, or land held by local government (including
freehold land).
Note: The regulatory authority (in its capacity as land holder) is likely to require
information about the potential impact of the site’s stormwater discharge characteristics
on third party properties (particularly those downstream of the proposed discharge
point) before it will consent to the discharge entering its land.
• If so, then no further steps are required to obtain tenure for a lawful point of
discharge.
• If not, then consider issue (3). A landowner or regulator may require that the
developer obtain an authority to discharge as described in (3) in order for the
stormwater to ultimately flow to a location described in (2).
3. An authority to discharge over affected properties will be necessary. In descending order
of certainty, an authority may be in the form of:
• Dedication of a drainage reserve or park
• A registered easement for stormwater discharge/works
• Written discharge approval.
SCG Consulting engineers 6 SCG Ref: 33094(SWM).Rev A
Page 7
Note: Some authorities may not accept a written approval from a current landowner
because a subsequent purchaser will not be bound by the previous owner’s letter or
contract (refer to Section 3.10)
The lawful points of discharge for the site are the Sidoni Street or Blakesley Street kerb and channel or
the existing stormwater side entry pit located at the front of the site. The proposed lawful point of
discharge is considered to be compliant with the criteria outlined in QUDM 2017 see below: -
1. The proposed development stormwater discharge will not alter the existing site’s
stormwater discharge characteristics.
2. The location of the proposed discharge point is under the lawful control of the local
government.
3. Authority to discharge over affected properties will not be required as the proposed
development will discharge to Council’s stormwater network.
5.0 STORMWATER QUALITY:
In the absence of adequate controls, urban development can increase both stormwater runoff volumes
and peak discharge rates. In addition, this urban development has the potential for increased creek
erosion and the stressing of in-stream aquatic ecosystems. The use of stormwater detention or
retention systems aims at reducing these threats by limiting property flooding to acceptable levels and
also filtering stormwater runoff through a vegetated soils media layer, thus reducing the threats caused
by urban development.
The following factors have been identified as potential contributors which can adversely affect
stormwater quality draining from the site:-
• Silt and sediment erosion
• Gross Pollutants
• Hydrocarbon runoff
• Nutrient runoff
The following sections of this report will outline the proposed measures to be incorporated during the
construction and operational phases of the proposed development.
5.1 State Planning Policy Assessment
The proposed development has been assessed against the State Planning Policy 2017 to determine if
stormwater quality requirements as set out by the Department of Environmental and Resource
Management will be triggered for the proposed development. The proposed residential development
will involve a Material Change of Use for urban purposes for a land area less than 2500m2. Therefore,
in accordance with the SPP 2017 stormwater quality treatment is not required for the proposed
development. However, whilst it is not a requirement of the SPP for stormwater quality requirements,
P06 in the Water Quality and Drainage Code (The Noosa Plan 2020) stated, all stormwater runoff is to
achieve maximum removal if nutrients, gross pollutants and suspended solids as determined by cost to
efficiency ratios.
SCG Consulting engineers 7 SCG Ref: 33094(SWM).Rev A
Page 8
5.2 Construction Phase
Sediment generated during the construction phase shall be controlled in accordance with a site-specific
Erosion and Sediment Control (ESC) Plan and kept on site throughout construction. A detailed ESC
should be documented by a suitable experienced professional prior to works commencing on site.
The SPP (DILGP, 2017) Appendix 2 – Stormwater Management Design Objectives Table A: Construction
phase – stormwater management design objectives outlines design objectives for construction phase
requirements for stormwater quality.
The following design manuals are to be implemented prior to any construction commencing.
- SPP Appendix 2, Table A
- IECA Principles of Construction site ESC
- Water By Design ESD Factsheet Suite
5.3 Operational Phase
We are proposing to use a combination of active and passive stormwater treatment measures. Active
measures will include a bio-retention basin and a water storage tank for re-use and passive measures
via gross pollutant inserts into stormwater pits within paved areas that receive runoff from areas prone
to gross pollutants.
5.3.1 Water Quality Objectives
Water quality objectives for outlined in the Noosa Plan 2020 (PO6 of the water quality & drainage code)
and are displayed in Table 5.1. These reductions are achieved by adopting best practice techniques in
accordance with the abovementioned guidelines.
Table 5.1: Minimum Mean Annual Load Reductions
POLLUTANT / ISSUE MINIMAL MEAN ANNUAL LOAD REDUCTIONS
Total Suspended Solids (TSS) 80%
Total Phosphorous (TP) 60%
Total Nitrogen (TN) 45%
Gross Pollutants (GP) 90%
5.3.2 Proposed Treatment Measures
Implementing the water quality objectives for the site as mentioned above and to ensure that on-site
stormwater management facilities can be economically maintained, it was deemed the most appropriate
method for treatment is the inclusion of a small bio-retention basin. Roof and surface runoff will be
collected via an internal drainage network and directed to the on-site bio retention basin prior to the
lawful point of discharge.
SCG Consulting engineers 8 SCG Ref: 33094(SWM).Rev A
Page 9
5.3.3 Pollutant Modelling
The impact of the stormwater quality management strategy of runoff discharged from the site has been
assessed using the Pollutant Export Model, Model for Urban Stormwater Improvement
Conceptualisation (MUSIC).
For our model the proposed treatment train has been modelled: -
1. Roof water from all units will be collected by a rainwater re-use tank. Water tanks will
be fitted with an overflow to an onsite Bio retention basin. The rainwater tank will be re-
used for area landscaping irrigation & Commercial Grey water only, to all common areas.
2. Surface runoff from ground hardstand and landscaping areas will be collected by
numerous catch pits and pipes. The internal drainage network will then be discharged
into the onsite bio retention basin for treatment.
The Music Model was set up in accordance with the Water by Design Music Modelling Guidelines for
Southeast Queensland. Design parameters are listed below:
Bioretention Bed A
•
Surface Area = 20m2
•
Filter Media Area = 20m2
•
Filter Depth = 0.4m
•
Extended Detention = 0.20m
•
Hydraulic Conductivity = 180mm/ Hr
•
TN content of Filter Media = 500mg/ kg
•
Orthophosphate content of Filter Media = 5mg/ kg
Bioretention Bed B
•
Surface Area = 5m2
•
Filter Media Area = 5m2
•
Filter Depth = 0.4m
•
Extended Detention = 0.20m
•
Hydraulic Conductivity = 180mm/ Hr
•
TN content of Filter Media = 500mg/ kg
•
Orthophosphate content of Filter Media = 5mg/ kg
Water Tank
•
Volume = 25kL
•
Re-use for Commercial Grey Water & Landscaping
5.3.4 Proposed Treatment Train
The Music Model was set up in accordance with the Water by Design Music Modelling Guidelines for
Southeast Queensland.
Figure 5.1 displays a print screen of the MUSIC Model Schematic for the proposed development and
Figure 5.2 displays the annual pollutant loads that will be discharged from the proposed development.
SCG Consulting engineers 9 SCG Ref: 33094(SWM).Rev A
Page 10
Figure 5.1 – Music Model Schematic
Figure 5.2 – Music Modelling Results
SCG Consulting engineers 10 SCG Ref: 33094(SWM).Rev A
Page 11
The modelling results show the pollutant reduction objectives are met for all contaminants listed in
Table 5.1. Details of the proposed bio-retention basin arrangement are provided in the Concept
Stormwater Management Plan drawing No.: SCG 33094- CS.1 (Appendix D).
6.0 STORMWATER QUANTITY:
Noosa Council requires post development peak flows leaving the development site will not exceed
the pre-development peak flow rates (non worsening) for the required design storms. However, we
don’t believe on-site detention should be required for the proposed development site for the
following reasons.
1. As a general rule, stormwater detention is less likely to be required at the bottom one-third of
the catchment and therefore by detaining stormwater flows it may allow peak flows from the
site to coincide with the wider catchment peak flows and therefore result in an adverse impact
on the existing drainage infrastructure.
2. The site discharges directly into the ocean/ river reserve where it would generally be undesirable
to have detention where it may allow peak flows from the site to coincide with the wider
catchment peak;
3. The proposed residential development fits within the existing zoning of fraction impervious as
per the Noosa Plan
4. Flooding at the discharge point is controlled by river/ storm tide flooding.
However with the above noted Noosa Council have insisted that on-site stormwater detention is
provided for the proposed development. It is noted the proposed development site was never intended
or zoned as a greenfield site (0% impervious) and therefore we are of the opinion that adopting a fraction
impervious of 0% will result in excessive infrastructure to achieve detention requirements for non-
worsening. As such, as a conservative approach we have adopted a fraction impervious of 40% for the
existing site.
A Stormwater Quantity Analysis has been undertaken of the existing and developed site conditions in
accordance with the following guidelines.
− QUDM 2017
− Noosa Planning Scheme 2020
− Australian Rainfall and Runoff (ARR 2019)
The following section of this report discusses the proposed developments impact on peak stormwater
discharge from the site and the proposed mitigation measures to ensure a non-worsening on peak
flows. However as noted above as the site is located in the lower third of the catchment, detaining flow
rates may have the potential for the discharge mitigated peak flows to coincide with that of the wider
catchment resulting in an adverse effect.
SCG Consulting engineers 11 SCG Ref: 33094(SWM).Rev A
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6.1 Drains Analysis
To calculate the peak discharges for the site under existing (pre-development) and proposed (post-
development) conditions. Hydraulic modelling has been undertaken for the site using the software
package PC DRAINS. Modelling has established existing and proposed stormwater drainage
characteristics. This includes a climate change rainfall multiplier of 1.2 (20%)
Rainfall patterns accompanied with Initial Loss (IL) and Continuing Loss (CL) was sourced from the
Australian Rainfall and Runoff 2019 (ARR 2019) data hub for Noosaville.
Initial Losses (IL) and Continuing Loss (CL) were approximated based on the storm losses from the
ARR Data Hub, Table 6.1 below states the adopted values: -
Table 6.1 - Adopted (IL) and (CL) Values
AREAS (IL) (CL)
(mm) (mm/hr)
Impervious 1 0
Pervious 31 3.4
Design ARR 2019 storms for Noosaville have been added into DRAINS accompanied with IFD rainfall
depths from the Bureau of Meteorology (BOM) website
6.1.1 Existing Catchments
Times of concentration (Tc) were calculated as defined in QUDM 2017 using a combination of standard
inlet time & overland sheet flow time. Table 6.2 displays the Adopted time of Concentrations.
Table 6.2 – Tc Values
STATE (Tc) (mins)
Pre Development 10
Post Development 6
6.1.2 Peak Flows
The existing site consists of a dual lot undeveloped block with grass cover. The existing surface
generally falls to the north towards the Blakesley St road frontage.
The total impervious area has been estimated using the detailed site survey and was 0% Impervious
Area (Fi = 0.00).
The development consists of the construction of mixed residential unit & commercial shop development
along with a shared access driveway and ground level landscaping & courtyards area. The total pervious
area for the site was calculated to be approximately 1762m2 (Fi = 0.88).
SCG Consulting engineers 12 SCG Ref: 33094(SWM).Rev A
Page 13
STATE EXISTING PROPOSED
Catchment Area 0.2 0.2
(Ha)
(Tc) 10 6
Fraction 0 0.88
Impervious (Fi)
Peak flow rates for the median design storm at year 2100 for the existing site are given in Table 6.3
Table 6.3 –Peak Flow Rates (L/s) (At year 2100)
Storm Q1 Q2 Q5 Q10 Q20 Q50 Q100
Event (1EY) (0.5EY) (10%AE (5%AE (2%AE (1%AE
(0.2EY)
P) P) P) P)
Existing 33 44 64 77 92 109 123
PFR
Developed 62 78 96 110 126 147 163
PFR
(PFR – Peak Flow Rate)
As shown in Table 6.3 Stormwater peak discharge will increase as a result of the proposed development
due to the increase in impervious area. Therefore, it is proposed to utilise an OSD system to mitigate
the peak stormwater discharge rates from the proposed development prior to discharging to the lawful
point of discharge as discussed in section 4.2.
6.1.3 Peak Flow Mitigation (OSD)
To mitigate the peak flow increase from the developed site, it is proposed to include a below ground
44kL detention tank for all roof water runoff from the covered areas within the site.
The detention tank is to be fitted with a low flow orifice plate to detain a portion of the runoff from the
site and limit the peak flow rates of pre-development levels for all storms up to the Q100 storm event.
The proposed on-site detention tank will have the following properties: -
-
Roof Catchment = 1172 m2(100% Impervious)
-
Tank Base Area = 66.5 m2
-
Internal Depth = 0.6 m
-
Low Flow Orifice = 150 mm diameter
- High Flow Orifice = 175 mm diameter
-
Required Volume = 39.765 m3
-
Provided Volume = 39.900 m3.
SCG Consulting engineers 13 SCG Ref: 33094(SWM).Rev A
Page 14
Figure 6.1 illustrates the DRAINS Model layout.
Figure 6.1 – Drains Model Layout
Peak flow rates determined for each 3 cases are outlined in Table 6.5.
Table 6.4 – Comparison of Peak Flows (At year 2100)
Q5
AEP Q1 Q2 Q10 Q20 Q50 Q100
Storm (1EY) (0.5EY) (10%AEP) (5%AEP) (2%AEP) (1%AEP)
(0.2EY)
Existing 33 44 64 77 92 109 123
(L/s)
SCG Consulting engineers 14 SCG Ref: 33094(SWM).Rev A
Page 15
Developed 62 78 96 110 126 147 163
(L/s)
Mitigated 36(+3) 48(+4) 60(-4) 70(-7) 87(-5) 109(0) 121(-2)
(L/s)
As shown in Table 6.4 the proposed OSD facilities have demonstrated the proposed mitigated peak
discharge flow rates will not exceed the total pre-development flows for all design storms above 2 year
ARI, up to and including the 1% AEP Design Storm. We note that there is a marginal increase in the
mitigated developed peak flow rate for the Q1(1EY) and Q2 (2EY) storm events of 3 & 6L/s. However,
the increase in stormwater discharge is considered very minor and the total discharge rates are below
that of the existing site Q10 peak flows which is the design ARI for the Council’s stormwater drainage
system, it is also noted the proposed site was never intended as a greenfield site (0%) impervious and
as such imposing full detention requirements is excessive. Therefore, the effect on the downstream
network is considered to be insignificant and negligible.
Further, all stormwater discharging site in the developed case will discharge to the bio-retention basin
which contains an extended detention depth of 200mm. This equates to approximately 4kL of additional
detention storage which has not been considered in the calculation of peak stormwater discharge rates
for the developed site for the minor storm events. The peak stormwater discharge values are therefore
considered to be conservative and are expected to be less than the existing site. We consider the
developed site will not have a non-worsening effect on surrounding properties and downstream
network, with regard to stormwater discharge.
The proposed stormwater detention system is therefore considered to be adequate for the
development.
6.2 Proposed Drainage:
The proposed concept site drainage is detailed in drawings SCG 33094 – C5.1 (Appendix D) and is
discussed below.
As defined in the Noosa Plan 2020 stormwater drainage must be designed in accordance with QUDM
2017, therefore the following design storms were adopted: -
1. Minor Drainage System - 10% AEP ARI (Q10 Storm)
2. Major Drainage System - 1% AEP ARI (Q100 Storm)
6.3 Manage Allotment and Cross Allotment Flows:
The adjacent site described as lot 2 on RP 77499 (No. 21 Sidoni St) fall towards shared boundary with
the site. All existing cross allotment flows from the neighboring properties must also be considered,
managed and maintained. Clear unhindered drainage paths must be provided and maintained during
SCG Consulting engineers 15 SCG Ref: 33094(SWM).Rev A
Page 16
and beyond construction. All constructed retaining walls must have effective drainage measures upslope and beyond the walls to relieve any sub-surface water pressure/build-up. These drains must be maintained and flushed out regularly. To achieve this we recommend bringing the upstream end of the drain to surface and capping off to allow future flush out. 6.4 Climate Change Consideration for Year 2100 To consider the impacts of climate change a 20% increase in rainfall intensity was adopted for the year 2100. All stormwater infrastructure is to be designed with a rainfall multiplier of 1.2 in accordance with the design storms mentioned above. 7.0 FLOODING The Noosa Council Flood Search Certificate (Appendix E) confirms a defined flood event of 2.5m AHD. The proposed development will include a minimum floor level of 2.8m AHD to allow for 300mm freeboard as required by the Noosa Plan 2020. SCG Consulting engineers 16 SCG Ref: 33094(SWM).Rev A
Page 17
8.0 CONCLUSION The proposed development has been analysed to provide the design requirements to meet the local authority guidelines for stormwater quality & quantity outcomes described in this report. The lawful point of discharge for the subject site is Council existing stormwater infrastructure in the Blakesley Street road reserve. Sediment generated during the construction phase is to be dealt with in accordance with a Silt and Sediment Control plan and is to be retained on-site throughout construction. The proposed development does not triggers the State Planning Policy 2017 for stormwater quality treatment objectives, however The Noosa Plan 2020 PO6 requires stormwater quality treatment measures. Stormwater runoff from the proposed development will be drained through a water resue tank and bio-retention bed located on-site. Stormwater pits are to be fitted with gross pollutant traps in areas prone to gross pollutants. As requested by Noosa Council, on-site detention has been provided to maintain existing peak flow rates. On-site detention is proposed to be contained within underground tanks and designed to contain all flows up to a Q100 storm event. The subject site is within a defined flood area. The minimum floor level is set a minimum of 300 mm above the defined flood level. Yours faithfully TOM HARRINGTON – RPEQ 27698 For and on behalf of SCG CONSULTING ENGINEERS SCG Consulting engineers 17 SCG Ref: 33094(SWM).Rev A
Page 18
APPENDIX A DETAILED SITE SURVEY SCG Consulting engineers SCG Ref: 33094(SWM)
Page 19
Back of Kerb TBM (Screw~in Kerb) ¢ RL2.56~AHD =e TBM (Screw in Kerb) ¢ RL4.31 AHD THE TITLE BOUNDARIES AS SHOWN HEREON WERE NOT MARKED AT THE TIME OF SURVEY AND HAVE BEEN DETERMINED BY PLAN DIMENSIONS FROM RECENT T SURVEYS. AS SUCH BOUNDARY DIMENSIONS COULD BE OUT OF D INCORRECT. IF BOUNDARY DIMENSIC NEED TO BE VERIFIED, THE F A CONSULTING CADASTRAL SUR R SHOULD BE ENGAGED MMENDED THAT AN IDENTIFICATION SURVEY BE COMPLETED TO OR TO ANY UCTION ON THE £, THE RELEVANT AUTHORITY SHOULD BE CONTACTED FOR POSSIBLE LOCATION OF FURTHER SERVICES AND DETAILED LO! IS SERVICES OLA LAND SURVEYS PTY LTD ESPONSIBILITY FOR DAMAGE ERVICES SHOWN OR NOT SHO A TITLE SEARCH HAS NOT BEEN CARRIED OUT TO CHECK FOR THE EXISTANCE OF EASEMENTS OR TO VERIFY IF THE PROPERTY DESCRIPTION SHOWN IS. AXCORRECT TREE LEGEND Species , Trunk Dia TREE — Unknown Species MANGO — Mango Tree Concrete Footpath:,.} BLAKESLEY STREET Back of Kerb @POINC 0.80520 RP116776 268°22'21" 40.251 2 RP116/776 50808 GO yo 0 Man SANG —_ Cp GTP444 RP151582 0'01'20" 18 NOTE LEVEL DATUM PSM10218 RL/.868 AHD CONTOUR INTERVAL — Major 2.5m, Minor 0.5m. Detail Survey of lot jand 7 on RPIIG/76 23-25 Sidon Street Jewantin SCALE 1:200/4A2 FILE REF 23306 LOCAL covernment Noosa Shire Council NCLS 0412 603286 DATE OZLIOY2Z023 Noosa Cooloola Land Surveys Pty Ltd ACN 613974486 P.O. Box 1684, Noosa Heads, QLD. 4567 0419 782360 0409 632830 25506Det
Page 20
APPENDIX B NOOSA COUNCIL DRAINAGE INFRASTRUCTURE SCG Consulting engineers SCG Ref: 33094(SWM)
Page 21
Noosa Shire Council does not warrant the accuracy of information in this publication and any person using or relying 08/12/2023
upon such information does so on the basis that Noosa Shire Council shall bear no responsibility or liability
whatsoever for any errors, faults, defects or omissions in the information.
1:1000
Page 22
APPENDIX C PROPOSED DEVELOPMENT PLANS SCG Consulting engineers SCG Ref: 33094(SWM)
Page 23
po box 603 noosa heads qld 4567 project
Mixed Use Development
ph 07 5455 4808
Schematic Design
email [email protected]
abn 85 114 469 395
reg no 002195 23-25 Sidoni St Tewantin
This drawing is subject to copyright and cannot client
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
Page 24
2.0 2.0
site context - town center
2.5 S T R E E T B L A K E S L E Y 2.5
3.0
2.0 2.0
site context - neighborhood
S T R E E T
site context - street
23 & 25 Sidoni St Tewantin
Lot 1 RP116776 (1009.22) m2
Lot 2 RP116776 (993.03 m2)
S I D O N I
Planning Scheme: Noosa Plan 2020
Regional Plan: SEQ Regional Plan - Urban Area
Zoning: District Center Zone, Key Development Site,
Key Corner
Overlays:
Flood Hazard (partial)
Landslide Hazard (partial)
Acid Sulphate Soils (partial)
Planning Requirements
Total Site Area - 2002.25m²
Setbacks
Front (Sidoni)
Front (Blakesley)
4.5 m
6.0 m
2.5
Side 0.0 m
Rear 0.0 m
Height Limit 10.0 m
Site Cover NA
Plot Ratio 0.8:1
GFA (max) 1600 m2
Max. Dwelling Size 100 m2
Min. balc./POS area 9m2
Landscaping 10%
Footpath minimum 3.0m
Street Awn ings Required (TBC)
Min. Floor level 2.800 (AHD)
Parking Requirements 3.0
1 bay per dwelling (<100m2)
1 visitor bay per 4 dwellings
Office / Shop etc 1 bay per 20m2
Site / Roof Plan
Motorcycle Parking
1 bay per 2 dwellings
1 bay per 100m2 office
Bicycle Parking
1 bay per 2 dwellings
1 bay per 50m2 office
3.5
End of trip facilities: required if >4 bays
(office) site survey - existing
Pumps & Tanks - Subject to water
pressure flow test
Electrical - Transformer requirements TBC
4.0
po box 603 noosa heads qld 4567 project issue date details drawing proj no.
N
Mixed Use Development
ph 07 5455 4808
P1 25/07/2023 Pre Lodgement schematic design
2301
email [email protected]
abn 85 114 469 395 A 11/10/2023 Planning Application
reg no 002195 23-25 Sidoni St Tewantin 0 2 4 6 10
Site Roof Plan dwg no.
client Scale 1 : 200 @ A1
This drawing is subject to copyright and cannot
SD 1.01 A
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
Page 25
2.0
S I D O N I S T R E E T
footpath 1500w footpath 1500w
0 0 00
0
0
00
90 80
40
50
. 1
3. 3.
8
3
3.
2.
2.
RL RL RL boundary
RL
RL
RL
0
x x x
40
x
x
x
2.
RL
landscaping landscaping landscaping landscaping landscaping landscaping
x
500
2.
14
gate gate gate gate gate gate gate RL
1:
DU5 DU4 DU3 DU2 DU1 x
mp
fall 1:20
fall 1:20
05
ra
6
2.
GFA 71m2 GFA 71m2 GFA 71m2 GFA 71m2 GFA 71m2
RL
terrace terrace terrace terrace terrace
x
step free threshold step free threshold step free threshold step free threshold step free threshold
0
5
80
69
2.
3.
RL
RL
x
x
office office
0
:2
step free
fall 1:20
l1
FFL 3.850 FFL 3.850 FFL 3.050 FFL 3.050 FFL 3.050 threshold
fal
S T R E E T
FFL 2.800
step free
commercial / coffee shop threshold
L D D L
fall 1:20
GROUND FLOOR AREA SCHEDULE 10m height limit K K K K K
UNIT GFA behind this line
l'dry l'dry l'dry l'dry l'dry
C1 (commercial) 120m² C1
0
85
GFA 80m2
U1 71m²
3.
U2 71m² K
RL
BA BA BA BA
U3 71m²
x
U4 71m²
U5 71m²
st st st st st
r. r. r. r. r.
GROUND FLOOR GFA 475m²
fire hydrant
FIRST FLOOR GFA 812m²
SECOND FLOOR GFA 267m² WC landscaping
TOTAL GFA 1554m²
Allowable GFA 1600m² B1 B1 B1 B1 B1
Balance (under) 46m²
K K K K K
0
85
3.
RL
water meters
x
footpath 1500w
0
0
0
0
0
UNIT MATRIX
05
85
85
05
05
0
UNIT TYPE UNITS terrace terrace terrace terrace terrace
3.
3.
3.
3.
3.
95
RL
RL
RL
RL
RL
1.
RL
x
x
x
x
x
GROUND FLOOR:
B L A K E S L E Y
x
0
0
1 BED (71m² GFA) 5
05
85
3.
3.
FIRST FLOOR:
RL
RL
x
x
1 BED (60m² GFA) 5
2 BED (93m² GFA) 1
2 BED (89m² GFA) 3
2 BED (76m² GFA) 2
SECOND FLOOR:
2 BED (89m² GFA) 3
TOTAL 19
ramp ramp 5 ramp ramp pad mount transformer
45
1:20 1:20 1:20 1:20
3.
(if req'd)
RL
x
12 13 14 15 kerb
16 17 18 19 kerb
V3 V4 V5
MC
20 ramp ramp
MC
00
5
0
0
LANDSCAPE AREAS
26
10
99
5 1:10 .8
3. 1:10
2 boundary
3.
3.
2.
RL RL
RL
RL
RL
SOFT LANDSCAPING 203m2 x x
x
x
x
REQUIRED LANDSCAPING 200m2
PARKING
20 70
0
0
2.0
CAR BAYS 25
52
14
2 1
Including: 2. 2.
2.
2.
RL RL
0
RL
RL
Accessible bay 1
52
x x
x
x
3.
Unit Parking (1 per dwelling) 19
RL
0
Visitor / Commercial Parking (shared) 5 ramp basement car parking ramp visitor parking ramp
89
gate
x
1:40 1:40 1:20
1.
ramp ramp ramp
RL
Bicycle Parking 15 1:20 1:40 1:9
x
Motorcycle parking
· bike parking 3
boundary
· scooter parking 6.0m queuing zone
(B99 shown) new crossover as per NSC
· SMSB
standard drawing RS050
· Water Meters
MC
· Letterboxes
landscaping
11 10 09 08 07 06 05 04 03 02 01 V2 V1
bin store bin store
(acc)
footpath 1500w
01 02
retain existing
trees in this area
where possible
boundary
Ground Floor Plan
boundary
10m height limit
behind this line
po box 603 noosa heads qld 4567 project issue date details drawing proj no.
N
Mixed Use Development
ph 07 5455 4808
P1 25/07/2023 Pre Lodgement schematic design
2301
email [email protected]
abn 85 114 469 395 A 11/10/2023 Planning Application
reg no 002195 23-25 Sidoni St Tewantin 0 1 2 3 5
Ground Floor Plan dwg no.
client Scale 1 : 100 @ A1
This drawing is subject to copyright and cannot
SD 2.01 A
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
Page 26
boundary
setback
balcony st st balcony balcony st st balcony balcony st balcony
FFL 6.810 FFL 6.810 FFL 6.010 FFL 6.010 FFL 6.010 FFL 6.010
D D D D D D
L L L L L
L
FFL 6.850 FFL 6.850 FFL 6.050 FFL 6.050 FFL 6.050
10m height limit
behind this line K K K K K
K FFL 6.050
FIRST FLOOR UNIT / AREA SCHEDULE
UNIT GFA BA BA BA BA BA BA
U6 93m² st st ENS
r. r.
U7 61m²
U8 61m²
U9 61m²
U10 61m²
U11 61m²
B1 B1 B1 B1 B1 B2 B1
stair stair stair
U12 90m² l'dry l'dry l'dry l'dry l'dry
U13 90m²
U14 90m²
U15 76m²
10
U6
0
FFL
08
U16 76m² FFL
U11 U10 6.360
U9 U8 6.
0
U7 FFL 6.080 FFL 6.010
6.
6.810 FFL 6.810 RL
RL
FIRST FLOOR GFA 812m² void void x vo ramp GFA 93m2
id
x
GFA 60m2 GFA 60m2 GFA 60m2 GFA 60m2 GFA 60m2
stair
boundary
garden garden garden
boundary
0
08
6.
walkway garden
U12 U13 U14
RL
0
5
x
36
30
FFL 6.360 FFL 6.810 FFL 6.360
6.
6.
GFA 89m2 GFA 89m2 ramp 1:14 GFA 89m2 ramp 1:14
RL
RL
x
x
st
ramp 1:14
B2 B2
K K K K L balcony
B1 BA
r. D D r. r. D
r. FFL 6.010
l'dry l'dry l'dry
BA
FFL 6.850 FFL 6.850
BA BA
FFL 6.400
U15GFA 76m2
FFL 6.050
D
study l'dry
study l'dry
garden
ENS ENS ENS
D
L L L FFL 6.050
r. r. r.
U16 GFA 76m2
r.
FFL 6.010
B1 BA
B1 B1 B1
balcony balcony balcony
cl cl cl K L balcony
st
FFL 6.360 FFL 6.360 FFL 6.360
gate
cl cl cl
clothes drying
setback
green roof over basement green roof
First Floor Plan
boundary
eave
setback
setback
po box 603 noosa heads qld 4567 project issue date details drawing proj no.
N
Mixed Use Development
ph 07 5455 4808
P1 25/07/2023 Pre Lodgement schematic design
2301
email [email protected]
abn 85 114 469 395 A 11/10/2023 Planning Application
reg no 002195 23-25 Sidoni St Tewantin 0 1 2 3 5
First Floor Plan dwg no.
client Scale 1 : 100 @ A1
This drawing is subject to copyright and cannot
SD 2.02 A
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
Page 27
S I D O N I S T R E E T
boundary
S T R E E T
10m height limit
behind this line
roof below roof below roof below roof below roof below roof below
SECOND FLOOR UNIT / AREA SCHEDULE
UNIT GFA
U17 90m²
U18 90m²
U19 90m²
SECOND FLOOR GFA 270m²
B L A K E S L E Y
U17 U18 FFL 9.810 walkway
U19
GFA 90m2
GFA 90m2 GFA 90m2
B2 B2 roof below
K K K
r. D D r. r. D
l'dry l'dry l'dry
FFL 9.850 FFL 9.850 FFL 9.850
BA BA BA
ENS ENS ENS
boundary
L L L
r. r. r.
B1 B1 B1
balcony balcony balcony roof below
cl cl cl
FFL 9.810 FFL 9.810 FFL 9.810
boundary
Second Floor Plan
boundary
po box 603 noosa heads qld 4567 project issue date details drawing proj no.
Mixed Use Development
ph 07 5455 4808
P1 25/07/2023 Pre Lodgement schematic design
2301
email [email protected]
abn 85 114 469 395 A 11/10/2023 Planning Application
reg no 002195 23-25 Sidoni St Tewantin 0 1 2 3 5
Second Floor Plan
N
client Scale 1 : 100 @ A1 dwg no.
This drawing is subject to copyright and cannot
SD 2.03 A
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
Page 28
boundary
pv pv pv pv pv
pv
metal roof
26° fall
timber sun timber sun
screens screens
below below pv
metal roof
26° fall
10m height limit
box gutter
box gutter
box gutter
behind this line
box gutter
metal roof metal roof metal roof metal roof metal roof metal roof metal roof metal roof metal roof metal roof
26° fall 26° fall 26° fall 26° fall 26° fall 26° fall 26° fall 26° fall 26° fall 26° fall
pv
metal roof
26° fall
pv
metal roof
26° fall
Roof 01
Roof 06 Roof 05 Roof 04 Roof 03 Roof 02
box gutter box gutter
metal roof
2° fall Roof 07 Roof 07
metal roof
2° fall
metal roof
2° fall
pv pv pv
pv
metal roof
5° fall
Roof 11
metal roof
5° fall
box gutter
box gutter
metal roof metal roof metal roof metal roof metal roof metal roof
15° fall 15° fall 15° fall 15° fall 15° fall 15° fall box gutter
boundary
pv
metal roof
5° fall
Roof 10 metal roof
5° fall
Roof 08 Roof 08 Roof 09
boundary
Roof Plan
boundary
10m height limit
behind this line
po box 603 noosa heads qld 4567 project issue date details drawing proj no.
Mixed Use Development
ph 07 5455 4808
P1 25/07/2023 Pre Lodgement schematic design
2301
email [email protected]
abn 85 114 469 395 A 11/10/2023 Planning Application
reg no 002195 23-25 Sidoni St Tewantin 0 1 2 3 5
Roof Plan
N
client Scale 1 : 100 @ A1 dwg no.
This drawing is subject to copyright and cannot
SD 2.04 A
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
Page 29
2.0
S I D O N I S T R E E TLetter
Boxes
0
0
0
0
0
0
90
80
40
10
50
80
3.
3.
3.
3.
2.
2.
RL
RL
RL
RL
RL
RL
x
x
x
x
x
x
DU5 GFA 71m2
DU4 GFA 70m2
DU3 DU2
GFA 71m2
DU1
GFA 71m2
GFA 71m2
FFL 3.850 FFL 3.850 FFL 3.050 FFL 3.050 FFL 3.050
S T R E E T
FFL 2.800 step free
threshold
10m height limit
behind this line
GFA 80m2
C1
fire hydrant
Fire Hydrant
Booster as
required.
water meters
Services Main Water Meters
B L A K E S L E Y
Switch Board
Pad Mounted
Transformer
pad mount transformer
(if req'd) Upgrade as
required.
MC
MC
2.0
Fire Pumps and
· bike parking Tanks if required.
· scooter parking
· SMSB
· Water Meters
MC
· Letterboxes
Services Plan
10m height limit
behind this line
Bin Store #2 Bin Store #1
po box 603 noosa heads qld 4567 project issue date details drawing proj no.
N
Mixed Use Development
ph 07 5455 4808
P1 25/07/2023 Pre Lodgement schematic design
2301
email [email protected]
A 11/10/2023 Planning Application
23-25 Sidoni St Tewantin
abn 85 114 469 395
reg no 002195 0 1 2
Scale 1 : 100 @ A1
3 5
Preliminary Services Plan dwg no.
This drawing is subject to copyright and cannot client
SD 2.05 A
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
Page 30
2.0
S I D O N I S T R E E T
0
0
0
0
0
0
90
80
40
10
50
80
3.
3.
3.
3.
2.
2.
RL
RL
RL
RL
RL
RL
x
x
x
x
x
x
DU5 DU4 DU2 DU1
S T R E E T
GROUND FLOOR AREA SCHEDULE
UNIT GFA 10m height limit
behind this line
C1 (commercial) 120m²
U1 71m²
U2 71m²
U3 71m²
U4 71m²
U5 71m²
GROUND FLOOR GFA 475m²
FIRST FLOOR GFA 812m²
SECOND FLOOR GFA 267m²
TOTAL GFA 1554m²
Allowable GFA 1600m²
Balance (under) 46m²
203m2 soft
UNIT MATRIX
UNIT TYPE UNITS landscape area
GROUND FLOOR:
1 BED (71m² GFA) 5
shown hatched
B L A K E S L E Y
FIRST FLOOR:
1 BED (60m² GFA) 5
2 BED (93m² GFA) 1
2 BED (89m² GFA) 3
2 BED (76m² GFA) 2
SECOND FLOOR:
2 BED (89m² GFA) 3
TOTAL 19
LANDSCAPE AREAS
MC
MC
SOFT LANDSCAPING 203m2
REQUIRED LANDSCAPING 200m2
PARKING
CAR BAYS 25
Including:
2.0
Accessible bay 1
Unit Parking (1 per dwelling) 19
Visitor / Commercial Parking (shared) 5
Bicycle Parking 15
Motorcycle parking 3
MC
Landscape Area Plan
10m height limit
behind this line
po box 603 noosa heads qld 4567 project issue date details drawing proj no.
N
Mixed Use Development
ph 07 5455 4808
P1 25/07/2023 Pre Lodgement schematic design
2301
email [email protected]
A 11/10/2023 Planning Application
23-25 Sidoni St Tewantin
abn 85 114 469 395
reg no 002195 0 1 2
Scale 1 : 100 @ A1
3 5
Landscape Area Plan dwg no.
This drawing is subject to copyright and cannot client
SD 2.06 A
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
Page 31
Kitchen Bed 01
Bath
br.
Kitchenette. pan. bath
Laun. Store
br. Living shr
Store pan. bath Kitchen Bed 01
Dining sk
wc
commercial commercial shared residential residential Kitchen shr
Bed 01
R. ct Bath
14m2 POS 36m2 GFA 12m2 GFA 22m2 GFA 14m2 POS sk
wc
Bath bn
ct Terrace ref. R.
Terrace bn
Living wm tub
ref. entry hall
UNIT TYPE 2 - Dwelling Unit commercial Unit No's : Lin.
Dining Laundry
area Laundry
Lin.
mixed use mode (ie: 8-6 pm) DU1 (mirrored) entry hall wm tub desk
residential
GFA - 71 m² area DU2 (mirrored)
DU3
DU4 (mirrored)
UNIT TYPE 3 - 1 Bed Unit Unit No's : UNIT TYPE 3B - 1 Bed Unit Unit No's :
DU5
GFA - 61 m² U7 GFA - 76 m² U15
U8 (mirrored) U16 (mirrored)
Terrace Area - 11 m² Terrace Area - 20 m²
U9
U10 (mirrored)
U11
Kitchen Bed 01
Bath
Living Kitchenette.
Laun.
commercial commercial residential residential
14m2 POS 15m2 GFA 54m2 GFA 14m2 POS
UNIT TYPE 2 - Dwelling Unit commercial Unit No's :
area
residential use mode (ie: 6pm-8am) DU1 (mirrored)
residential
GFA - 71 m² area DU2 (mirrored)
DU3 bn
Ens.
DU4 (mirrored) wc Bed 01 entry Terrace
DU5 shr Dining Living
Living
t. wm
R. sk Kitchen
ct
Laundry entry hall ref. p.
Terrace
Kitchen ref. R.
bn wm Laun.
ct bn bn
Bath tub Ens.
Dining wc Bath wc
Bed 02 Bed 02 R. wc R. Bed 01
meeting
k. sk pan. shr shr shr
st.
bath*
fr.
st.
office cl.
print /data
workstations
UNIT TYPE 6B - 2 Bed Unit Unit No. : UNIT TYPE 7 - 2 Bed Unit Unit No's :
terrace / entry *must be terrace U6 U12
14m2
accessible WC if
commercial use 14m2 GFA - 93 m² GFA - 90 m²
U13 (mirrored)
Terrace Area - 41 m² Terrace Area - 16 m²
U14
UNIT TYPE 2 - flexible fitout option 01 commercial Unit No's : U17
area
100% commercial DU1 (mirrored) U18 (mirrored)
DU2 (mirrored) U19
GFA - 71 m²
DU3
DU4 (mirrored)
DU5
po box 603 noosa heads qld 4567 project issue date details drawing proj no.
Mixed Use Development
ph 07 5455 4808
P1 25/07/2023 Pre Lodgement schematic design
2301
email [email protected]
A 11/10/2023 Planning Application
23-25 Sidoni St Tewantin
abn 85 114 469 395
reg no 002195 0 1 2
Scale 1 : 100 @ A1
3 5
Unit Type Plans dwg no.
This drawing is subject to copyright and cannot client
SD 2.10 A
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
Page 32
Aliminium operable privacy rendered recycled timber operable privacy 600w fixed sun operable privacy Aliminium
sun shading devices / high level screening to shutters & sun weatherboard partition walls - exposed truss shutters & sun shading devices shutters & sun screening to weatherboard sun shading devices /
privacy screens glazing (U19) gable ends shading cladding paint finish pergola shading to lower level shading gable ends cladding privacy screens
setback setback
site boundary
site boundary
RL 13.675
U17, U18, U19
Upper Ridge
FFL 12.550
U17, U18, U19
Ceiling
FFL 9.850
U17, U18, U19
Unit 16 Unit 17 Unit 6
FFL 6.850
U10, U11, U12, U13
FFL 6.400
U14
FFL 6.050
U6, U7, U8, U9,
U15, U16
rendered block boundary
walls, max 2.0m height
FFL 3.850 above NGL, paint finish Commercial / Cafe
DU4, DU5
FFL 3.050
DU1, DU2, DU3
FFL 2.800
C1
NGL at kerb Landscaping - retain screen new crossover vehicle entry pad mount transformer Blakesley St fire hydrant 2.0m landscape natural stone rendered recycled timber pedestrian entry new 1500w Sidoni St
existing trees where elements to and driveway as maintain if required, landscape pedestrian entry booster zone low walls block wall entry arbor & to commercial / footpath
possible carpark per NSC RS-050 adequate sight zone otherwise corner element cafe
lines
Blakesley Street Elevation
(North)
fixed alu. sun fixed alu. sun
shading / privacy shading / privacy
operable privacy operable privacy Aliminium screening Aliminium Aliminium screening operable privacy Aliminium
shutters & sun weatherboard shutters & sun screening to between upper balcony / weatherboard screening to balustrades to between weatherboard shutters & sun screening to
shading cladding shading gable ends buildings walkway beyond cladding gable ends walkway buildings cladding shading gable ends
setback setback
site boundary
site boundary
RL 13.675
U17, U18, U19
Upper Ridge
FFL 12.550 eave setback
U17, U18, U19
Ceiling
Unit 19 Unit 18 Unit 17
FFL 9.850
U17, U18, U19
setback
Unit 10 Unit 11
Unit 6 Unit 7 Unit 8 Unit 9
FFL 6.850
U10, U11, U12, U13
FFL 6.400
U14 rendered block boundary
FFL 6.050 walls, max 2.0m height
U6, U7, U8, U9, Dweling Unit 4 Dweling Unit 5 above NGL, paint finish
U15, U16
Commercial / Cafe Dweling Unit 1 Dweling Unit 2 Dweling Unit 3
FFL 3.850
DU4, DU5
FFL 3.050
DU1, DU2, DU3
FFL 2.800
C1
recycled timber pedestrian entry natural stone low 600w fixed sun 2.0m "internal laneway" 1200h alu. 600w fixed sun 1200h alu. "internal laneway" 1200h alu. natural stone 1200h alu. 600w fixed sun "internal laneway"
entry arbor & to commercial / garden walls shading devices landscape pedestrian access batten front shading devices batten front pedestrian access batten front low garden batten front shading devices pedestrian access
corner element cafe to lower level zone for residents fence and gate to lower level fence and gate for residents fence and gate walls fence and gate to lower level for residents
Sidoni Street Elevation
(West)
po box 603 noosa heads qld 4567 project issue date details drawing proj no.
Mixed Use Development
ph 07 5455 4808
P1 25/07/2023 Pre Lodgement schematic design
2301
email [email protected]
A 11/10/2023 Planning Application
23-25 Sidoni St Tewantin
abn 85 114 469 395
reg no 002195 0 1 2
Scale 1 : 100 @ A1
3 5
Elevations dwg no.
This drawing is subject to copyright and cannot client
CD 3.01 A
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
Page 33
rendered
recycled timber upper "balcony"
partition walls - metal roofing metal roofing
sun shading devices / exposed truss walkway sun shading devices /
paint finish colorbond finish colorbond finish
privacy screens pergola privacy screens
setback setback
site boundary
site boundary
RL 13.675
U17, U18, U19
Upper Ridge
FFL 12.550
U17, U18, U19
Ceiling
Unit 17
FFL 9.850
U17, U18, U19
Unit 12
Unit 11
FFL 6.850
U10, U11, U12, U13
FFL 6.400
U14
FFL 6.050
U6, U7, U8, U9,
U15, U16 fixed privacy
screen basement / carparking (beyond)
FFL 3.850 Dwelling Unit 5 (beyond)
DU4, DU5
FFL 3.520
Upper Basement / Carpark planter
rendered block boundary NGL at boundary beds
walls, max 2.0m height
above NGL, paint finish
South Elevation
operable privacy Aliminium vertical metal
weatherboard metal roofing shutters & sun screening to upper balcony / cladding metal roofing
sun shading devices /
cladding colorbond finish shading gable ends walkway beyond colorbond finish colorbond finish privacy screens
setback setback
site boundary
site boundary
RL 13.675
U17, U18, U19
Upper Ridge
FFL 12.550
U17, U18, U19
Ceiling
Unit 17 Unit 18 Unit 19
FFL 9.850
U17, U18, U19
Unit 12 Unit 13 Unit 14
FFL 6.850
Unit 16
U10, U11, U12, U13
FFL 6.400
U14
basement / carparking (beyond)
FFL 3.520
Upper Basement / Carpark ramp
FFL 2.520
Lower Basement / Carpark ramp
NGL at boundary 600w fixed sun 600w fixed sun rendered block boundary 600w fixed sun aluminum
shading devices shading devices walls, max 2.0m height shading devices balustrading
to lower level to lower level above NGL, paint finish to lower level
East Elevation
po box 603 noosa heads qld 4567 project issue date details drawing proj no.
Mixed Use Development
ph 07 5455 4808
P1 25/07/2023 Pre Lodgement schematic design
2301
email [email protected]
A 11/10/2023 Planning Application
23-25 Sidoni St Tewantin
abn 85 114 469 395
reg no 002195 0 1 2
Scale 1 : 100 @ A1
3 5
Elevations dwg no.
This drawing is subject to copyright and cannot client
CD 3.02 A
be reproduced in any medium without the written
permission of Tim Ditchfield Architects Take II Holdings Ltd Pty Ltd
The text continues on page 34.