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LATE RFI - SCG 33114 (SWM) Rev A
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SCG Consulting Engineers
ABN 68 669 675 790
Unit 1/11 Project Avenue,
Noosaville QLD 4566
WORKING FOR YOUR PROJECTS SUCCESS P: 07 5455 5604
E: [email protected]
PO Box 1661,
Noosa Heads QLD 4567
scg-engineers.com
STORM WATER MANAGEMENT PLAN
20 Kauri Street, Cooroy
CLIENT: Davrus Pty Ltd
MULTI TOWNHOUSE DEVELOPMENT
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Full text of sections 2 to 26 (of 34)
Section 2
Document Status
Document Type Author Checked by Date Issued Revision
Report Tom Harrington Sean Richardson 16/06/2023
Report Tom Harrington 07/03/2024 A
Project Details
Project Name Stormwater Management Plan
20 Kauri Street, Cooroy
Client Davrus Pty Ltd
Authors Tom Harrington
Checked by Sean Richardson
SCG Consulting Engineer reference 33114(SWMP)
Section 3
Table of Contents
1.0 INTRODUCTION ................................................................................................................................... 2
2.0 EXISTING SITE DESCRIPTION ......................................................................................................... 3
3.0 PROPOSED DEVELOPMENT ............................................................................................................. 4
4.0 EXISTING DRAINAGE.......................................................................................................................... 5
4.1 Existing Drainage and Infrastructure .................................................................................................... 5
4.2 Lawful Point of Discharge ........................................................................................................................... 5
5.0 STORMWATER QUALITY .................................................................................................................. 7
5.1 State Planning Policy and Water by Design Assessment ................................................................. 7
5.2 Construction Phase ....................................................................................................................................... 7
5.2.1 Silt and Sediment Erosion ...................................................................................................................................... 7
5.3 Completed Development............................................................................................................................. 9
6.0 STORMWATER QUANTITY ............................................................................................................ 11
6.1 Drains Analysis ............................................................................................................................................ 11
6.1.1 Existing Catchments .............................................................................................................................................. 12
6.1.2 Proposed Site ............................................................................................................................................................ 12
6.1.3 Peak Flow Comparison ......................................................................................................................................... 13
6.1.3 Peak Flow Mitigation (OSD) ............................................................................................................................... 13
6.2 Proposed Drainage .................................................................................................................................... 15
7.0 FLOODING ........................................................................................................................................... 16
8.0 CONCULSION ...................................................................................................................................... 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
SCG Consulting Engineers Page 1 SCG Ref: 33114(SWMP)
Section 4
1.0 INTRODUCTION
SCG Consulting Engineers have been commissioned by Davrus Pty Ltd to complete a Stormwater
Management Plan (SWMP) for a residential development at Lot 1 on RP203032, 20 Kauri Street, Cooroy
The proposed development involves the construction of 10 Townhouses. The objective of this (SWMP)
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 stormwater peak flow rates of runoff and existing flow path characteristics.
• Protect against flooding.
• Adopt Water Sensitive Urban Design (WSUD) principles throughout.
• Implement Stormwater Harvesting and re-use for landscaping.
This report should be read in conjunction with our detailed site stormwater management plans
(Appendix D drawing (No.) (SCG 33114 - SW1.1 thru SW1.3)
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, Guidelines for South-East
Queensland
• Noosa Council Planning Scheme - Noosa Plan 2020
• AS/NZS 3500.3:2018 – Plumbing and Drainage Part 3 – Stormwater Drainage
• State Planning Policy 2017
• Sunshine Coast Council – Flooding & Stormwater Management Guidelines V1 - 2020.
SCG Consulting Engineers Page 2 SCG Ref: 33114(SWMP)
Section 5
2.0 EXISTING SITE DESCRIPTION
The site is described as Lot 1 on RP203032 and is located within Noosa Shire Council and is
approximately 2028m2 in area. Access to the existing sites is off Kauri Street, which bounds the eastern
property boundaries, refer to Figure 2.1, for a locality plan and Appendix A for a detailed site survey.
The site currently contains an existing dwelling to the front portion of the site. The rear of each site is
undeveloped and covered by short grass and scattered trees.
The site generally falls from the front boundary on Kauri Street (Approx. RL 11.5–12.5 AHD) in a
western direction down towards the rear boundary (Approx. RL 108.5-107 AHD). A grassed swale runs
parallel with the southern boundary falling in a western direction. Surface grades for majority of the site
are in the order of 4-5%. A Council drainage reserve is located to the western (rear) boundary of the
site which contains an open channel.
Figure 2.1 – Locality Plan (Noosa Council Interactive Mapping)
SCG Consulting Engineers Page 3 SCG Ref: 33114(SWMP)
Section 6
3.0 PROPOSED DEVELOPMENT
A residential development is proposed for the allotment comprising of 10 Townhouses.
The proposed development plans are detailed in Blackwood Architecture and Design drawings 202304,
sheets DA1.03, DA1.04, DA2.01, DA2.02 (refer Appendix C). The development includes the following
features: -
• 2 visitor and 10 private carparking spaces
• Bin storage and washdown areas
• Single property driveway access to Kauri Street
• On-site detention tank for stormwater quantity control
• Stormwater retention for stormwater harvesting.
• Landscaping areas across the site.
SCG Consulting Engineers Page 4 SCG Ref: 33114(SWMP)
Section 7
4.0 EXISTING DRAINAGE
4.1 Existing Drainage and Infrastructure
Data obtained from Noosa Council’s Interactive Mapping, accompanied with a detailed site survey
prepared by Noosa Cooloola Land Surveys confirms the following drainage infrastructure along the rear
boundary of the site: -
• A drainage reserve consisting of an open channel.
• An underground drainage network in the Kauri St Road reserve
Refer to Appendix A for the detailed site survey & Appendix B for Noosa Council Drainage
Infrastructure.
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 land owner 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.
Note: Some authorities may not accept a written approval from a current land owner
because a subsequent purchaser will not be bound by the previous owner’s letter or
contract (refer to Section 3.10).
SCG Consulting Engineers Page 5 SCG Ref: 33114(SWMP)
Section 8
If the proposed development maintains pre-development flow conditions, the lawful point of discharge
for the subject site is the existing drainage reserve to the rear of the property Kauri Street kerb and
channel. 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 as per existing drainage conditions.
SCG Consulting Engineers Page 6 SCG Ref: 33114(SWMP)
Section 9
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
5.1 State Planning Policy and Water by Design Assessment
The proposed development has been assessed against the State Planning Policy 2017 and the Water By
Design (Stormwater Quality Deemed to Comply Solutions – 2010).
The proposed residential development involves a land area less than the trigger value of 2500m2 for
stormwater quality measures as required in the State Planning Policy 2017 and the Water By Design -
Stormwater Quality Deemed to Comply Solutions - 2010. Therefore, stormwater quality treatment is
not required for the proposed development. However, to promote sustainable building design,
stormwater harvesting has been proposed for stormwater re-use for communal landscaping. The
proposed water re-use tank has been sized in accordance with the Sunshine Coast Council Flooding and
Stormwater Management Guidelines adopting 1kl per 25m2 of communal landscaping area.
However as per Noosa Council information request dated 04.03.2023 (MCU23/0109 & OPW23/0123),
Noosa Council have requested the following targets for stormwater quality treatment.
- 60% reduction in total phosphorous
- 45% reduction in total nitrogen.
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.
5.2.1 Silt and Sediment Erosion
A potential for sediment mobilisation/transportation exists during and beyond the construction of the
proposed development. This can elevate turbidity levels of stormwater runoff.
A RUSLE assessment of the site confirms proposed development is a Low Risk for soil loss (< 150
Tonnes).
SCG Consulting Engineers Page 7 SCG Ref: 33114(SWMP)
Section 10
Potential Causes
• Stormwater scour and erosion of excavated or stripped surfaces and stockpiled soils.
• Wind borne transportation of sediments.
• Disturbance/breakup of soil profile via vehicular traffic followed by stormwater scour
and erosion.
• Transportation of sediments from site via excavation vehicles.
Mitigating Measures
• Construction of silt fences around the development site located to cut off all runoff.
• Construction of a sediment basin throughout construction at a low point of the
development site.
• Provide 80-100mm crushed rock (no fines) hardstand under all vehicle paths expected
during construction. Generally, this would be provided from the existing crossover and
extended to a distance within the site that would accommodate the maximum delivery
vehicle length expected.
• Provide rumble grates at exit points from the site for passing earthmoving vehicles.
• Where possible maintain existing landscaping/grasses downslope from construction areas
to act as buffer/silt trap.
• Install temporary downpipes from completed roof structures and ensure runoff passes
through silt fences.
• Minimise concentrating surface flows.
• Place silt barriers around council stormwater pits that the site drains to.
• Cover soil stockpiles with hessian or similar.
SCG Consulting Engineers Page 8 SCG Ref: 33114(SWMP)
Section 11
5.3 Completed Development
For the proposed development we have proposed incorporate Water Sensitive Urban Design (WSUD)
principles stormwater harvesting has been proposed for stormwater re-use for communal landscaping.
The proposed water re-use tank has been sized in accordance with the Sunshine Coast Council Flooding
and Stormwater Management Guidelines adopting 1kl per 25m2 of communal landscaping area water
tank for stormwater re-use have been incorporated into the proposed development.
Water quality objectives specified by Noosa Council are above. These reductions are achieved by
adopting best practice techniques in accordance with the abovementioned guidelines.
5.3.1 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 small grass swales and bio-retention basins. Roof and surface
runoff will be collected via an internal drainage network and directed to the on-site bio retention basins
prior to the lawful point of discharge.
5.3.2 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 14kL rainwater re-use tank with an
overflow to an onsite Bio retention basin, located in the south-western corner of the site.
The rainwater tank will be re-used for area landscaping irrigation only, to all common
areas.
2. Surface runoff from hardstand and landscaping areas will be collected by numerous catch
pits and pipes. The internal drainage network will then discharge 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
South East Queensland. Design parameters are listed below:
Bioretention Bed
• Surface Area = 25m2
• Filter Media Area = 25m2
• Filter Depth = 0.5m
• Extended Detention = 0.25m
• Hydraulic Conductivity = 180mm/ Hr
• TN content of Filter Media = 500mg/ kg
• Orthophosphate content of Filter Media = 5mg/ kg
SCG Consulting Engineers Page 9 SCG Ref: 33114(SWMP)
Section 12
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
Figure 5.2 – Music Model Schematic
Figure 5.2 – Music Modelling Results
The modelling results show the pollutant reduction objectives are met for all contaminants listed by
Noosa Council. Details of the proposed bio-retention basin are detailed in the Stormwater Management
Plan drawing no: SCG 33114 - SW1.1 thru to SW1.3 (Appendix D.)
SCG Consulting Engineers Page 10 SCG Ref: 33114(SWMP)
Section 13
6.0 STORMWATER QUANTITY
Noosa Shire Council’s Planning Scheme – Noosa Plan 2020, requires post development peak flows
leaving the development site will not exceed the pre-development peak flow rates for the required design
storms.
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 effect is
achieved to downstream properties.
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, to determine peak flows. We have modelled the site to establish existing and
proposed stormwater drainage characteristics.
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 Cooroy.
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 32 2.6
Design ARR 2019 storms for Cooroy have been added into DRAINS using data obtained from the ARR
2019 Data Hub accompanied with IFD rainfall depths from the Bureau of Meteorology (BOM) website.
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 12
Post Development 6
SCG Consulting Engineers Page 11 SCG Ref: 33114(SWMP)
Section 14
6.1.1 Existing Catchments
The existing site consists of a single lot with a dwelling, with landscaped ground areas. The existing
surface generally falls to the west towards the rear boundary. Roof runoff from existing dwellings
appears to discharge directly to ground level.
The total impervious area has been estimated using the detailed site survey and was found approximately
5% Impervious Area (Fi = 0.05) which equates to approximately 105m2.
The existing site catchment is as follows.
- Area – 0.203 Ha
- Tc – 12 mins
- Fraction Impervious (Fi) – 0.05
Peak flow rates for the median design storm for the existing site are given in Table 6.3
Table 6.3 – Existing Site Peak Flow Rates
Storm Q1 Q2 Q5 Q10 Q20 Q50 Q100
Event (1EY) (0.5EY) (0.2EY) (10%AEP) (5%AEP) (2%AEP) (1%AEP)
(L/s) (L/s) (L/s) (L/s) (L/s) (L/s) (L/s)
Existing 24 33 45 56 69 83 95
Peak Flow
Rate
6.1.2 Proposed Site
The development consists of the construction of 10 residential townhouses along with a shared access
driveway and ground level landscaping/ courtyards. The total pervious area for the site was calculated
to be approximately 680m2 which equates to a fraction impervious of 0.67.
The Developed site catchment is as follows.
- Area – 0.203 Ha
- Tc – 6 mins
- Fraction Impervious (Fi) – 0.67
Peak flow rates for the median design storms for the developed site are given in Table 6.4
Table 6.4 – Developed Site Peak Flow Rates
Storm Q1 Q2 Q5 Q10 Q20 Q50 Q100
Event (1EY) (0.5EY) (0.2EY) (10%AEP) (5%AEP) (2%AEP) (1%AEP)
(L/s) (L/s) (L/s) (L/s) (L/s) (L/s) (L/s)
Developed
Peak Flow
Rate 40 50 62 69 83 102 118
SCG Consulting Engineers Page 12 SCG Ref: 33114(SWMP)
Section 15
6.1.3 Peak Flow Comparison
Table 6.5 compares the peak flow rates for the existing and developed cases.
Table 6.5 – Comparison of Existing Vs Developed Peak Flows
AEP Q1 Q2 Q5 Q10 Q20 Q50 Q100
Storm (1EY) (0.5EY) (0.2EY) (10%AEP) (5%AEP) (2%AEP) (1%AEP)
Existing 24 33 45 56 69 83 95
(L/s)
Developed 40 50 62 69 83 102 118
(L/s)
Increase 16 17 17 13 14 19 23
(L/s)
As shown in Table 6.5 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 an inground
detention tank for all roof water runoff from units 3-10, located under the proposed driveway. The
detention tank is to be fitted with a low flow and high 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 = 705 m2 (100% Impervious)
-
Base Area = 36 m2
-
Internal Depth = 1 m
-
Low Flow Orifice = 70 mm diameter
- High Flow Orifice = 95 mm diameter
-
Overflow Pit Elevation from base = 0.5 m
-
Required Volume = 31 m3
-
Provided Volume = 36 m3
Figure 6.1 illustrates the DRAINS Model layout for the detention tank.
SCG Consulting Engineers Page 13 SCG Ref: 33114(SWMP)
Section 16
Figure 6.1 – Drains Model Layout
Peak flow rates determined for each 3 cases are outlined in Table 6.6.
Table 6.6 – Comparison of Peak Flows
AEP Q1 Q2 Q5 Q10 Q20 Q50 Q100
Storm (1EY) (0.5EY) (0.2EY) (10%AEP) (5%AEP) (2%AEP) (1%AEP)
Existing 24 33 45 56 69 83 95
(L/s)
Developed 40 50 62 69 83 102 118
(L/s)
Mitigated 24 (0) 31 (-2) 45 (0) 56 (0) 69 (0) 79 (-4) 91 (-4)
(L/s)
As shown in Table 6.6 the proposed detention tank has demonstrated the proposed mitigated peak
discharge flow rates will not exceed the total pre-development flows for all design storms, up to and
including the 1% AEP Design Storm. Refer Appendix D for the drains results.
The proposed stormwater detention system is therefore considered to be adequate for the development.
SCG Consulting Engineers Page 14 SCG Ref: 33114(SWMP)
Section 17
6.2 Proposed Drainage
The proposed site drainage is detailed in drawings SCG 33114 - SW1.1 SW1.3 (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)
SCG Consulting Engineers Page 15 SCG Ref: 33114(SWMP)
Section 18
7.0 FLOODING Information provided from Noosa Council’s Flood Hazard Overlay Map confirms the site is unaffected by flooding. SCG Consulting Engineers Page 16 SCG Ref: 33114(SWMP)
Section 19
8.0 CONCULSION The stormwater management report demonstrates under the detailed plans the proposed residential development at , Lot 1 on RP203032, 20 Kauri Street, Cooroy meets the quantity and quality stormwater requirements as described in this report. If the proposed development maintains pre-development drainage patterns and flow rates to the lawful points of discharge, are the existing stormwater drainage reserve on the western boundary of the site and the Kauri Street kerb and channel. Sediment generated during the construction phase is to be dealt with in accordance with a Silt and Sediment Control plan and is to be kept on-site throughout construction. The proposed development does not trigger the State Planning Policy 2017 stormwater quality treatment objectives. A water storage tank for re-use has been incorporated into the proposed development to promote stormwater harvesting. On-site detention has been provided to maintain existing peak flow rates and to ensure a non-worsening to flooding of downstream properties. On-site detention is proposed to be contained with an underground tank and the designed to contain all flows up to a Q100 (1% AEP) storm event. The subject site is not affected by localised flooding. SCG Consulting Engineers Page 17 SCG Ref: 33114(SWMP)
Section 20
APPENDIX A -— Detailed Site Survey SCG Consulting Engineers Page 18 SCG Ref: 33114(SWMP)
Section 21
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DATE 08/12/2022
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Noosa Cooloola Land Surveys Pty Ltd oye DATUM — psyoas
CONTOUR INTERVAL
| NAAN
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A. Consulting Land Surveyors
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VP P.O. Box 1684, Noosa Heads, QLD. 4567 20 Kourl Street
Mike Campbell David Lau Greg Martoo Co Oro y DRAWING 225235Det
| 0412 603286 0419 782360 0409 632830
Section 22
APPENDIX B – Noosa Council Drainage Infrastructure SCG Consulting Engineers Page 19 SCG Ref: 33114(SWMP)
Section 23
Land Parcels
Lot 1
Plan RP203032
Property ID 129419
Property Name
Lot Area 2028.28
Address 20 Kauri St, COOROY
QLD 4563
DA History DA History
SARA Link SARA Link
Google Streetview: (click on image to
visit)
Waste collection Monday
day
Next recycle pickup Monday, 19 Jun
2023
Next Green pickup Monday, 12 Jun
2023
Recycling Week Week 2
Address 20 Kauri St, COOROY
QLD 4563
Locality Cooroy
Area (sq. m) 2028.28
LotPlan Number 1RP203032
Noosa Shire Council does not warrant the accuracy of information in this publication and any person using or relying 8/06/2023
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.
1:2000
Section 24
APPENDIX C – Proposed Development Plans SCG Consulting Engineers Page 20 SCG Ref: 33114(SWMP)
Section 25
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S T R E E T
Stormwater Manhole
CL 1.5M SETBACK Telstra Pit Power pole
CL
2.0M SETBACK 112.35 .30
2.5M SETBACK AC 112
112.50
5
0
0
0
0
0
0
92
60
90
00
10
60
70
Ptry
BN
WC
HR
A: 9.32 m2
PDR
00
8.
9.
1.
0.
0.
0.
0.
10
10
TERRACE
11
TERRACE TERRACE
11
11
TERRACE TERRACE
11
11
A: 13.95 m2
LIVING
.9
TV
108.50
DINING
11
L+
L+
L+
L+
L+
L+
L+
A: 17.40 m2
A:12.88 m2
+1
BP
BP
BP
BP
BP
BP
BP
A: 18.46 m2 A: 18.46 m2 A: 18.46 m2 A: 18.46 m2 A: 18.46 m2
TERRACE
HWU
Valve
A: 13.21 m2
DR
ENTRY
TILES TILES TILES TILES TILES FFL +112.110
48.97 m2
TYPE 1
FFL +110.210 FFL +110.710 FFL Section 26
+110.810
KITCHEN
FFL +109.710 FFL +110.110
S
WM
CT
14
LINEN
AC CL AC CL CL AC AC CL CL AC
2.
FFL +109.035 FFL +112.010 11
Water Meter
F
F
A: 13.21 m2
KITCHEN
LINEN
48.97 m2
108.25 FFL
TYPE 1
A: 17.40 m2
TERRACE
112.25
CT
WM
ENTRY
A:12.88 m2
BED1 BED1 BED1 BED1 BED1
A: 13.95 m2
+109.135
A: 6.21 m2
A: 6.21 m2
A: 6.21 m2
2
A: 6.21 m2
S
A: 6.21 m
WC
WC
WC
WC
WC
TILES TILES TILES TILES TILES
A: 9.32 m2
DINING
A: 14.18 m2 A: 14.18 m2 A: 14.18 m2 A: 14.18 m2 A: 14.18 m2
DR
HWU
111.79
LIVING FSL +109.025
.493
RY
BTH
BTH
BTH
BTH
BTH
9
PDR
TV
1 .8
WEST BOUNDA
WC
K
BN
Ptry
HR
112
11
4.5M SETBAC
8°54'45" | 22
BN
BN
BN
BN
BN
FSL
92
+109.025 1.
11
ROBE ROBE ROBE ROBE ROBE
Ptry
BN
WC
HR
A: 9.32 m2
PDR
SHR
SHR
SHR
SHR
SHR
LRY
LRY
LRY
LRY
LRY
WM T
WM T
WM T
WM T
WM T
A: 13.95 m2
LIVING
0
TV
DINING
111.8
Storage Storage Storage Storage Storage
A: 17.40 m2
A:12.88 m2
25
00
93
HWU HWU HWU HWU HWU
TERRACE
HWU
.3
.0
.0
A: 2.21 m2 A: 2.21 m2 A: 2.21 m2 A: 2.21 m2 A: 2.21 m2
WS WS WS
A: 13.21 m2
10
11
11
4°15'00" | 22.267
DR
ENTRY
48.97 m2
TYPE 1
FFL +112.110
+1
+1
+1
EAST BOUNDARY
FFL +112.010
KITCHEN
108
S
The text continues on section 27.