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Stormwater Management Plan · MCU15/0122
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SITE BASED STORMWATER
MANAGEMENT PLAN
PROPOSED MEDICAL DEVELOPMENT AT
CNR VAL CRESCENT & GOODCHAP STREET
NOOSAVILLE
Prepared for
Noosaville Medical and Professional Centre
Attention: Deanne Black
Document Reference
15099 - SBSMP/2
Record of Issue:
Issue Status Author Date Checked Date Authorised Date
Remy 15 Sep Henry Morgan 17 Sep Henry Morgan 21 Sep
0 For Review RPEQ 11950 RPEQ 11950
Petersen 2015 2015 2015
Remy 28 Oct Henry Morgan 04 Nov Henry Morgan 05 Nov
1 For Approval RPEQ 11950 RPEQ 11950
Petersen 2015 2015 2015
Remy 01 Dec Henry Morgan 02 Dec Henry Morgan 02 Dec
2 For Approval RPEQ 11950 RPEQ 11950
Petersen 2015 2015 2015
This investigation and report has been authorised by Mr Henry Morgan, a Director of Morgan
Consulting Engineers Pty Ltd.
Henry J Morgan RPEQ 11950 Wednesday, 2 December 2015
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Section 2
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Table of Contents
1 INTRODUCTION .......................................................................................... 3
2 Existing site conditions ................................................................................. 4
2.1 The Site ............................................................................................. 4
2.2 Surrounding Area ................................................................................... 4
3 PROPOSED DEVELOPMENT .............................................................................. 5
4 EXISTING STORMWATER DRAINAGE SYSTEM .......................................................... 6
4.1 Existing Infrastructure ............................................................................ 6
4.2 Existing Drainage Patterns ........................................................................ 7
4.3 Legal Point of Discharge .......................................................................... 7
5 STORMWATER QUANTITY ............................................................................... 8
5.1 Design Storms....................................................................................... 8
5.2 Rainfall Intensity ................................................................................... 8
5.3 Times of Concentration ........................................................................... 8
5.4 Runoff Coefficients ................................................................................ 8
5.5 Peak Flows .......................................................................................... 9
5.6 On-Site Detention Analysis ....................................................................... 9
5.7 Comparison of Peak Flows at the Legal Point of Discharge ................................. 14
6 STORMWATER QUALITY ................................................................................ 15
6.1 Construction Phase ............................................................................... 15
6.2 Operational Phase ................................................................................ 17
7 FLOODING ............................................................................................... 23
8 CONCLUSION ............................................................................................ 24
Appendix A DETAILED SITE SURVEY ....................................................................... 25
Appendix B PROPOSED DEVELOPMENT PLANS ............................................................ 26
Appendix C CONCEPT DRAINAGE PLANS .................................................................. 27
Appendix D XP-RAFTS PRE-DEVELOPMENT HYDROGRAPHS ............................................. 28
Appendix E XP-RAFTS POST-DEVELOPMENT MITIGATED HYDROGRAPHS.............................. 29
Appendix F RATIONAL METHOD CALCULATIONS ......................................................... 30
Appendix G NOOSAVILLE FLOOD OVERLAY MAPPING .................................................... 31
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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1 INTRODUCTION
This Site Based Stormwater Management Plan (SBSMP) has been prepared for the proposed
Proposed Medical Development at the Cnr Val Crescent & Goodchap Street, Noosaville.
This SBSMP has been prepared to investigate the effects the development will have on
stormwater quantity and quality.
The objective of this SBSMP is to ensure that there is no adverse impact by the development on
the environmental value of the receiving waters during the construction and operational phases
of the development. This SBSMP will also provide recommendations to ensure that the post-
development peak outflow conditions are not greater than the pre-development peak outflow
conditions.
In order to achieve this objective, this SBSMP:
1. Describes the environmental setting of the development site and precinct;
2. Describes the nature of the proposed development as it relates to stormwater quality;
3. Calculates the peak flows for both pre and post-development conditions;
4. Calculates the detention volume required to achieve the pre-development outflow in
the post-development state, and;
5. Identifies potential sources of contaminants and describes the management techniques
designed to be employed on the site to achieve the water quality objectives.
The proposed development has been assessed against the following guidelines and planning
documents:
1. State Planning Policy 2014 (SPP 2014);
2. Urban Stormwater Quality Planning Guidelines 2010;
3. The Queensland Urban Drainage Manual (QUDM);
4. The Noosa Council Planning Scheme
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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2 EXISTING SITE CONDITIONS
2.1 The Site
The site, described as Lots 6-9 on RP138011 and Lots 13-15 on RP151414, is approximately
4,325m2 (or 0.4325ha) in area. The site contains five residential dwellings with two of the lots
vacant and grassed. The natural fall of the site slopes generally from the southeast to the
northwest at an average grade of approximately 4.4%.
Refer to Figure 2.1 for a locality plan and Appendix A for the detailed site survey.
N
The Site
Figure 2.1 – Plan of Site and Surrounding Area
2.2 Surrounding Area
The site is situated within the limits of the Noosa Council. The site is bounded by Goodchap
Street to the east and Val Crescent to the west and north; the surrounding area is
predominantly low density residential with Noosa Private Hospital located east of the site on
the opposite side of Goodchap Street.
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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3 PROPOSED DEVELOPMENT
The proposed development will involve the construction of a two storey medical centre with a
basement level designated for parking. Parking will also be provided along the eastern side of
the site within the upper ground level and access to and from the site will be provided from
Goodchap Street via two crossovers. A ramp from the upper level car park will provide access
along the northern site boundary to the basement level car park.
Refer to Appendix B for the proposed development plans.
Figure 3.1 – Perspective View from Goodchap Street
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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4 EXISTING STORMWATER DRAINAGE SYSTEM
4.1 Existing Infrastructure
Data obtained from Dial Before You Dig (DBYD), Noosa Council, Google Street View and a
detailed site survey identify the following existing drainage infrastructure:
1. A series of existing stormwater pipes running along the western side of Val Crescent and
a stormwater pipe adjacent to the northern site boundary within Val Cresent.
2. Five existing stormwater gully pits within Val Crescent connected to the aforementioned
stormwater pipes.
3. A stormwater pipe contained within an easement that drains the above stormwater
network. The stormwater pipe traverses the private property at 8 Val Crescent and
discharges into the tidal Lake Doonella further west of the site.
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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4.2 Existing Drainage Patterns
Surface runoff from the existing site currently sheet flows from the southeast corner of the site
to the northwest corner and onto Val Crescent. Runoff from the existing residential roof areas
appears to discharge directly to the Val Crescent kerb via numerous kerb adaptors. The surface
runoff and roof water outlined above is eventually collected by the existing stormwater
infrastructure within Val Crescent and discharged to Lake Doonella.
Refer to Figure 4.1 below for a stormwater infrastructure schematic.
N
Legend
Drainage Path:
SW Line:
Easement:
Stormwater Gully Pit:
Stormwater Manhole:
Figure 4.1 - Existing Drainage Patterns & Infrastructure
4.3 Legal Point of Discharge
If pre-development flow conditions are maintained, the legal point of discharge is assumed to
be the existing stormwater infrastructure within Val Crescent.
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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5 STORMWATER QUANTITY
A roof and allotment drainage system is to be designed to comply with:
1. AS/NZS 3500.3:2003 - Plumbing and Drainage Part 3: Stormwater Drainage;
2. the Queensland Urban Drainage Manual (QUDM);
3. The Noosa Council Planning Scheme
5.1 Design Storms
As defined in Noosa Council’s Planning Scheme the following design storms were adopted:
1. Minor Drainage System: 10 year ARI statistical flood (Q10 storm), and;
2. Major Drainage System: 100 year ARI statistical flood (Q100 storm).
5.2 Rainfall Intensity
Rainfall intensities for this study were obtained from the IFD chart for the Noosa Region
calculated from AR&R, 1987 and sourced from the Australian Bureau of Meteorology.
5.3 Times of Concentration
Times of concentration (tc) were calculated as defined Section 4.06 of the QUDM. Refer to
Table 5-1 for the adopted tc’s and Appendix F for tc calculations.
Table 5-1 – Adopted tc values
Pre Development Post Development
tc (mins) tc (mins)
8.9 5.0
5.4 Runoff Coefficients
The 10 year runoff coefficient’s (C10) were determined as defined in Section 4.05 of the QUDM.
Refer to Table 5-2 below for the adopted C10 values.
Table 5-2 – Adopted C10 Values
Property State C10
Pre-development 0.74
Post-development 0.86
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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5.5 Peak Flows
Refer to Table 5-3 for a summary of the predicted minor and major discharge rates for pre- and
post-development conditions and Appendix F for the Rational Method calculations.
Table 5-3 – Pre and Post-Development Peak Flows
Property State Q10 (m3/s) Q100 (m3/s)
Pre-development 0.161 0.279
Post-development 0.230 0.386
It is evident that there will be an increase between the pre-development and post-development
peak discharge flow rates. On-site detention will therefore be required to mitigate the
increased discharge flow rates to ensure pre-development flow rates can be achieved.
5.6 On-Site Detention Analysis
XP-RAFTS has been used to model the peak discharges from the site under both existing (pre-
development) and proposed (post-development) conditions, and to determine the sizing
requirements of the detention basin as outlined in Section 5.05.2 of the QUDM.
5.6.1 Pre-Development
Figure 5-1 shows the XP-Rafts model used to represent the pre-development site conditions and
Table 5.4 summarises the input parameters used in the model for the pre-development site
scenario.
Figure 5-1 –XP-RAFTS Pre-development Model
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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Table 5.4 - XP-RAFTS Source Node Parameters – Pre-Development Site
Pre-Development Site
Existing Node
Parameter
Sub Catchment 1 Sub Catchment 2
(Pervious) (Impervious)
Initial Loss (mm) 0 0
Continuous Loss (mm/hr) 2.5 0
Catchment Area (ha) 0.2927 0.1398
Impervious Percentage 0% 100%
Vectored Slope 4.4% 8.0%
Manning's "n" 0.050 0.015
IFD Coefficients Noosaville Noosaville
Storage Coefficient N/A N/A
Table 5.5 summaries the pre-development peak flows calculated by XP-RAFTS for a range of
design storms. As a check to ensure the peak flows calculated from XP-RAFTS are reasonable,
peak flows utilising the Rational Method were calculated and have also been listed in Table 5.5
(refer Appendix F for detailed Rational Method calculations).
Table 5.5 – Pre-Development Peak Discharge (XP-RAFTS and Rational Method)
XP-RAFTS RATIONAL METHOD
ARI
Existing Peak Discharge Existing Peak Discharge
(years)
(m3/s) (m3/s)
0.150
2 0.100
(2yr 25min storm)
0.199
5 0.138
(5yr 25min storm)
0.222
10 0.161
(10yr 25min storm)
0.255
20 0.192
(20yr 25min storm)
0.271
50 0.243
(50yr 25min storm)
0.301
100 0.279
(50yr 25min storm)
For pre-development peak flow rate hydrographs from XP-RAFTS refer to Appendix D.
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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5.6.2 Post-Development Unmitigated
Figure 5.1 shows the XP-RAFTS model used to represent the post-development unmitigated site
conditions and Table 5.3 summarises the input parameters used in the model for the post-
development unmitigated site scenario.
Node Roof represents the post-development roof area of the proposed medical centre. Node
Ground represents the exposed car parking areas, the exposed ramp and remainder of the site.
LPD represents the legal point of discharge.
Figure 5.1 - XP-RAFTS Post-Development Unmitigated Model
Table 5.6 – XP-RAFTS Source Node Parameters – Post-Development Site
Post-Development Site
Roof Node Ground Node
Parameter
Sub Catchment 1 Sub Catchment 2 Sub Catchment 1 Sub Catchment 2
(Pervious) (Impervious) (Pervious) (Impervious)
Initial Loss (mm) 0 0 0 0
Continuous Loss (mm/hr) 0 0 2.5 0
Catchment Area (ha) 0 0.2241 0.0777 0.1307
Impervious Percentage 0% 100% 0% 100%
Vectored Slope 0% 4.4% 7.1% 3%
Manning's "n" 0 0.015 0.035 0.015
IFD Coefficients Noosaville Noosaville Noosaville Noosaville
Storage Coefficient N/A N/A N/A N/A
Table 5.7 summaries the post development unmitigated peak flows calculated by XP-RAFTS for
a range of design storms. As a check to ensure the peak flows calculated from XP-RAFTS are
sound, peak flows utilising the Rational Method were calculated and have been also listed in
Table 5.7 (refer Appendix F for detailed Rational Method calculations).
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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Table 5.7 - Post-Development Peak Discharge (XP-RAFTS and Rational Method)
XP-RAFTS RATIONAL METHOD
ARI Post-Development Peak Discharge Post-Development Peak Discharge
(years) (Unmitigated) (Unmitigated)
(m3/s) (m3/s)
0.194
2 0.144
(2yr 25min storm)
0.239
5 0.198
(5yr 25min storm)
0.266
10 0.230
(10yr 25min storm)
0.306
20 0.274
(20yr 25min storm)
0.325
50 0.346
(50yr 15min storm)
0.359
100 0.386
(50yr 15min storm)
As seen in Table 5.5 and Table 5.7 there will be an increase in peak flows between pre and
post-development conditions as a result of the proposed development. Consequently on-site
detention will be required.
5.6.3 Post-Development Mitigated
It is proposed to provide underground detention storage within the southern portion of the site.
The detention storage is to be implemented as part of the internal stormwater drainage
network. The underground detention basin will receive roof water from the total roof area.
Figure 5.2 shows the XP-RAFTS model used to represent the post-development mitigated site
scenario for the proposed development. The model is the same as the post-development
unmitigated model used in Section 5.6.2 above however the detention basin has been added to
receive runoff from the Roof Node. Flows (>Q20) that exceed the capacity of the roof water
guttering and down pipes are diverted directly to the LPD. For explanation of what each node
represents refer Table 5.3.
Figure 5.2 - XP-RAFTS Post-Development Mitigated Model
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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Source node parameters used in the post-development mitigated model are as per the post-
development un-mitigated model documented in Table 5.3.
5.6.4 On-Site Detention
In order for the post-development stormwater discharge conditions to match the pre-
development conditions it is proposed to provide on-site detention in an underground detention
basin to be located within the southern portion of the site. Refer to Appendix C for the
Concept Drainage Plans.
The proposed basin will have the following dimensions:
Basin base area = 38m2;
Maximum basin depth = 2.0m;
Maximum basin volume = 76m3
Discharge orifice 1 diameter = 0.14m;
Discharge orifice 1 centre height = 0.07m
Discharge orifice 2 diameter = 0.15m;
Discharge orifice 2 centre height = 1.1m
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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5.7 Comparison of Peak Flows at the Legal Point of Discharge
All roof runoff generated from the propose development will be detained within the detention
basin. Table 5.6 below provides a comparison of the pre-development and post-development
(mitigated) peak flows at the legal point of discharge (LPD) for the proposed development.
Table 5.6 - Comparison of Peak Flows at the LPD
XP-RAFTS XP-RAFTS
ARI Difference
Pre-developed Flows Developed Flows (Mitigated)
(years) (m3/s) (m3/s) (m3/s) %
0.150 0.133
2 -0.017 -11.3
(2yr 25min storm) (2yr 25min storm)
0.199 0.182
5 -0.017 -8.5
(5yr 25min storm) (5yr 25min storm)
0.222 0.204
10 -0.018 -8.1
(10yr 25min storm) (10yr 25min storm)
0.255 0.231
20 -0.024 -9.4
(20yr 25min storm) (20yr 25min storm)
0.271 0.243
50 -0.028 -10.3
(50yr 25min storm) (50yr 25min storm)
0.301 0.274
100 -0.027 -9.0
(50yr 25min storm) (100yr 25min storm)
Notes:
1. Additional detention volume will be achieved in the internal roofwater and stormwater pipes.
The XP-RAFTS hydraulic modelling has demonstrated that the proposed on-site detention to be
implemented will maintain pre-development flows (or less) for all design storms at the LPD.
Refer Appendix D and to Appendix E for peak flows at the LPD for the pre-development and
post-development mitigated site, as summarised in Table 5.6 above.
Refer to Appendix C for concept drainage plans of the proposed development.
This plan is required to be confirmed during detailed design to ensure that the operational
requirements are considered suitable. Substantial changes may require resubmission of this
report to the local authority.
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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6 STORMWATER QUALITY
The following section of this report outlines the potential contaminants and proposed solutions
to be incorporated during the construction and operation of this development.
6.1 Construction Phase
Sediment generated during the construction phase shall be dealt with in accordance with an
Erosion and Sediment Control Plan to be prepared by Morgan Consulting Engineers and kept on
site during the construction phase.
Potential sources of contaminants identified for the construction phase of the development are
outlined in Table 6.1 together with proposed stormwater quality improvement devices,
management and maintenance procedures.
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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Table 6.1 - Potential Contaminants and Proposed Treatments
Proposed Treatment
Management /
Pollutant Potential Source Device and Maintenance
Maintenance Procedures
Procedure
Sediment & Excavated material, Provision of sediment and Sand filled filter socks.
Eroded fill material, silt barriers to the site Removal of excess
material exposed ground, drainage entry and exit sand/silt build up at
Stockpiles of points. regular intervals and after
material. every storm.
Dust Stockpiles of Covering the material or Coverage of material with
material, exposed wetting it down at regular plastic, geotextile, surface
ground. intervals. binding agents or regular
watering.
Litter Refuse generated by Construction waste is to Industrial bin is to be
staff. be cleaned off the site provided within the
area and installed into an construction area - to be
industrial bin then emptied on at least a
removed by a refuse weekly basis.
collection contractor.
Concrete Washing of concrete Provision of a closed area Liquids to be removed by a
trucks/tools to onsite for washing off of waste collection
remove wet/unused concrete slurries. contractor. Solids to be
concrete. placed into a refuse bin.
Surfactants Washing down No cleaning of vehicles Monitoring & prevention
(detergents) operations on will be permitted on site.
hardstand area using
detergents.
Chemical Typically this may Where spills occur, the A temporary containment
(Paints, occur due to spillage containment area is to area. This is to be
thinners etc.) of product. stop escape. The material impermeable and of a size
is to be treated (as to permit mixing/transfer,
required) and removed and with a storage volume
and cleaned by a licensed of twice the largest
contractor. container used.
Minor spillage outside this Treatment of spills is to
area shall be cleaned up occur on site. No
with cloths and disposed discharge of treated water
of to waste via the to the stormwater system
industrial bin. is to occur without council
approval. Incidents are to
be reported to the EPA.
Wastewater Spillage from the A licensed contractor shall No leakage is to be
relocation of the remove any residue permitted to enter the
existing sewerage sewage from unused pipes groundwater or discharge
reticulation. and contaminated soils are to the stormwater
to be disposed of via the system.
industrial bin.
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
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6.2 Operational Phase
The proposed development involves the development of land greater than 2,500m2.
Consequently, State Planning Policy 2013 (SPP 2013) is triggered.
Water quality objectives (WQO’s) for South East Queensland as set out in the Urban Stormwater
Quality Planning Guidelines 2010 should be achieved by identifying and adopting best practise
techniques in accordance with the abovementioned guidelines. Refer to Table 6.2 for target
WQO’s.
Table 6.2 – Minimum Mean Annual Load Reductions
Minimum Mean Annual
Contaminant
Load Reductions
Total Suspended Solids (TSS) ≥ 80%
Total Phosphorus (TP) ≥ 60%
Total Nitrogen (TN) ≥ 45%
Gross Pollutants (GP) ≥ 90%
6.2.1 Sources of Contaminants
Potential sources of contaminants and stormwater quality improvement devices identified for
the operational phase of the development are outlined in Table 6.3.
Table 6.3 - Sources of Contaminants
Pollutant
Target Pollutant Type Acceptable Treatment Examples
Size
Primary Screening of gross Litter baskets, swales, buffer strips,
>5000um
Pollutants pollutants GPT’s
Sedimentation of
Secondary 125um -
coarse to medium Swales, sedimentation basins, ponds
Pollutants 5000um
sediment
Enhanced Bio-retention basins, constructed
10um –
sedimentation of fine wetland macrophyte zones, other bio
125um
particulates technologies
Tertiary Adhesion and filtration
0.45um – Constructed wetland macrophyte zones,
Pollutants of very fine / colloidal
10um other bio technologies
sediment
Biological uptake of Constructed wetland macrophyte zones,
<0.45um
dissolved particles other bio technologies
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6.2.2 Proposed Treatment Train
Given the current review being undertaken within Noosa Council regarding the acceptance of
various stormwater quality treatment technologies, two separate options have been provided
for stormwater quality treatment for the proposed development. The provision of two separate
options at this conceptual stage ensures that the development can be provided with a
stormwater quality treatment system that meets Council’s future requirements whilst
optimising broader development outcomes.
Option 1
The proposed treatment train has been modelled using the following methodology:
1. Roofwater runoff is captured and directed to the proposed underground on-site
detention system. Outflow from the detention system is directed to a proposed
bioretention basin (Bio-retention Basin 1) to be located at the basement level within the
south-western portion of the site.
2. Surface runoff within the upper level car parking and access area will sheet flow into
two proposed bio-retention basins to be located along the eastern boundary of the site.
3. Surface runoff from the exposed ramp and basement level areas along the western site
boundary will be collected by various pits containing litter baskets. Additionally, a small
swale along the southern site boundary is proposed to capture minor quantities of runoff
from the southern portion of the site and convey the flows into Bio-retention Basin 1
Refer to Table 6.4 for details of the treatment train assets.
Table 6.4 - Proposed Treatment Assets
Treatment Treatment
Description
Level Asset
Primary/ 3m wide grassed swale along southern site
Grassed Swale
Secondary boundary.
5 x Enviropod 200 Series Litter Baskets within
Primary Litter Baskets
the gully pits on the basement level.
Bio-retention Basin 1
- 70m2 Filter Media Area.
- 400mm depth of filter media;
- 200mm extended detention depth
Bio-retention Basin 2
Secondary/ Bio-Retention - 20m2 Filter Media Area
Tertiary Basins - 400mm depth of filter media;
- 200mm extended detention depth
Bio-retention Basin 3
- 20m2 Filter Media Area
- 400mm depth of filter media;
- 200mm extended detention depth
Site Based Stormwater Management Plan
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Option 2
The proposed treatment train has been modelled using the following methodology:
1. Roofwater runoff is captured and directed to the proposed underground on-site
detention system. Outflow from the detention system is directed to a proposed Bio-
retention Basin 1 to be located at the basement level within the south-western portion
of the site.
2. Surface runoff within the upper level car parking and access area will be captured by
various pits containing litter baskets and then directed to an end-of-line proprietary
stormwater quality treatment device to be located within the upper level landscaping
area.
3. Surface runoff from the exposed ramp and basement level areas along the western site
boundary will be collected by various pits containing litter baskets. Additionally, a small
swale along the southern site boundary is proposed to capture minor quantities of runoff
from the southern portion of the site and convey the flows to Bio-retention Basin 1.
Refer to Table 6.5 for details of the treatment train assets.
Table 6.5 - Proposed Treatment Assets
Treatment Treatment
Description
Level Asset
Primary/ 3m wide grassed swale along southern site
Grassed Swale
Secondary boundary.
5 x Enviropod 200 Series Litter Baskets within
the gully pits on the basement level and 4 x
Primary Litter Baskets
Enviropod 200 Series Litter Baskets within the
upper level car park
Secondary/ Humes - Jellyfish JF-1200-2-1 underground
Humes - Jellyfish
Tertiary stormwater quality treatment device
- 70m2 Filter Media Area.
Secondary/ Bioretention
- 400mm depth of filter media;
Tertiary Basin 1
- 200mm extended detention depth
6.2.3 Pollutant Export Modelling
Following the definition of water quality objectives for the site and an assessment of the
treatment options suitable for the development, the most appropriate treatment scheme for
the site was identified. The impact of the stormwater management strategy on the quality of
stormwater runoff discharged from the site has been assessed using the pollutant export model,
Model for Urban Stormwater Improvement Conceptualisation (MUSIC).
Site Based Stormwater Management Plan
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6.2.4 MUSIC Modelling Parameters
The MUSIC model was set up in accordance with the Water-By-Design ‘MUSIC Modelling
Guidelines for South East Queensland’ to the parameters listed in Table 6.6 and Table 6.7.
Table 6.6 – MUSIC Parameters
Parameter Data Used
Rainfall Data Rainfall Station 40059, COOROY 1973 to 1983
Modelling Timestep 6 minutes
Routing No routing drain links were adopted
Table 6.7 – Catchment Runoff Generation Parameters
Urban Commercial
Parameter
Catchment
Rainfall Threshold 1
Soil Storage Capacity (mm) 18
Initial Storage Capacity (% capacity) 10
Field Capacity (mm) 80
Infiltration Capacity Coefficient a 243
Infiltration Capacity Coefficient b 0.60
Initial Depth (mm) 50
Daily Recharge Rate (%) 0
Daily Baseflow Rate (%) 31
Daily Deep Seepage Rate (%) 0
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 21
15099 - SBSMP/2
Page 21
Schematics of the two MUSIC models can be seen in Figure 6.1 and Figure 6.2 below.
Figure 6.1 – MUSIC Model - Option 1 Schematic
Figure 6.2 – MUSIC Model - Option 2 Schematic
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 22
15099 - SBSMP/2
Page 22
6.2.5 MUSIC Modelling Results
Figure 6.3 and Figure 6.4 summarise the annual pollutant load reductions achieved by the two
stormwater quality treatment train options.
Figure 6.3 – MUSIC Modelling Results – Option 1
Figure 6.4 – MUSIC Modelling Results – Option 2
The modelling results demonstrate that each option meets the annual pollutant load reduction
targets given in Table 6.2. Should operational requirements change, this plan is required to be
amended to suit. Substantial changes may require resubmission to the local authority. Following
completion of construction, this plan is to be incorporated into the total-site management
practices.
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 23
15099 - SBSMP/2
Page 23
7 FLOODING
The subject site has been assessed for any potential impact that flooding may have on the
proposed development. It has been determined that the site is not flood affected as indicated
in Noosa Council’s Flood Overlay Mapping. It is noted that the subject site lies wholly outside
the flagged areas that may be flood affected. Accordingly, definition of flood immunity levels is
not necessary.
Further to the above, it is noted that all proposed floor levels are higher than the stormtide
defined flood level of 2.8m AHD.
Refer to Appendix G for Noosa Council’s Flood Overlay Mapping of the Noosaville region.
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 24
15099 - SBSMP/2
Page 24
8 CONCLUSION
The proposed development located at Cnr Val Crescent & Goodchap Street, Noosaville has been
assessed for its impact of the quantity and quality of stormwater runoff.
There are existing stormwater gully pits within Val Crescent adjacent to the site’s western
boundary. If the proposed development maintains pre-development flow conditions, the
existing stormwater infrastructure within Val Crescent is considered the legal point of
discharge.
Mitigation of increased stormwater runoff from the proposed site is required in order for the
post-development stormwater discharge conditions to match the pre-development conditions.
With the aid of XP-RAFTS, as recommended in the QUDM, a detention volume requirement of
76m3 has been determined to maintain pre-development peak flow rates for the proposed
development up to a Q100 storm event. This storage volume shall be provided within an
underground detention basin to be located within the southern region of the site.
Sediment generated during the construction phase shall be dealt with in accordance with an
Erosion and Sediment Control Plan to be maintained by Morgan Consulting Engineers and kept
on site during the construction phase.
As the development entails a material change of use for urban purposes, which will involve a
land area greater than 2,500m2, the State Planning Policy 2013 (SPP 2013) is triggered. The
water quality objectives (WQO’s) for South East Queensland can be achieved by treating the
roof and surface stormwater runoff from the proposed development prior to discharging to the
existing stormwater infrastructure within Val Crescent.
The subject site is not flood affected as indicated in Appendix G. Therefore, the proposed
development will achieve adequate flood immunity.
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 25
15099 - SBSMP/2
Page 25
Appendix A
DETAILED SITE SURVEY
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 26
WP
LL 3.38
BM: Nail in Kerb-
RL:3.47 © Cu
swpP
13.5
KD
3000 RCP ¥>”
Tl
e STORMWATER GRATE LINETYPE LEGEND
STORMWATERMANHOLE =|f
dobdidittttittiteds
alo ti ti ti
m < (© _ SEWER MANHOLE
@ @j) ELECTRICITY JUNCTION BOX
Oo TesTRAPIT, J
WATER METER ee
A oe © =
Re Vrs [oHYoRANT
2 oe D4 STOP VALVE E
G Ss & @ POWER POLE w
w Seer Se < LIGHT POLE S
© SIA 4 © BENCH MARK
SEES Oop ete NANA
2) > a
& Soe oy i “o Ys é
$ oes 8 %
y ZOO oP i eas PE sign
&y 4 ‘SWP- OR NE
° » LL4.83
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v,
2 yes 1—
- Zz
¢
BANK BOTTOM
BANK TOP
BATTER
CROWN
GUTTER
GRAVEL
BITUMEN
KERB
CONCRETE
ELECTRICAL
WATER
DAM/POOL
SEWER
DRAINAGE
TREELINE
GARDEN
TELSTRA
BUILDING
PAVING
RETAINING WALL
WALL
GUARDRAIL
FENCE
BDY
MAJOR CONTOUR
MINOR CONTOUR
DENOTES GRAVEL
DENOTES CONCRETE
DENOTES BUILDING
DENOTES BITUMEN
DENOTES PAVING
DENOTES DAM/POOL
DENOTES TREE
&
J
A
ot
Total Area
5
MAX WATTERSON
ASSOCIATES
12 Maple Street
PO Box 639
Cooroy Qld 4563
Ph. (07) 54426121
Fax. (07) 54425125
Email. [email protected]
RP138011
U3. 8 Ox
281 aye
soogRcP ® AN ok
12.91 oh ope
3008 RCP Pox
BM: Nail in Kerb 1.3.04 RP151414
RL: 3.88 © 3008 RCP
*
Scale 1:400 - Lengths are in Metres
| | | | | | | | | |
4 0 4 8 12 16 20 24 28 32 36 40 44
client! MEDICENTRE Project: Plan 1 of 4 NOTE:
PLAN SHOWING
DETAILS OF LOTS 6-9
PROPERTIES
Date: 26-05-15
purposes only.
ON RP138011 & LOTS Scale: 1:400 where evident on surface.
13-15 ON RP151414. Datum: AND Buildings not located.
Origin: Feo
PARISH: TEWANTIN
Cont.Int: 0.5m
COUNTY: MARCH
LOCAL GOVT: NOOSA S.C.
Ref:
15-3893AA
LOCALITY: NOOSAVILLE
This plan has been prepared for design
Underground services not located except
Section 27
15099 - SBSMP/2
Page 26
Appendix B
PROPOSED DEVELOPMENT PLANS
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 28
VA
L
4.00
11.25
CR
322°00' 19.817
ESC
ENT
4.50
329°45'
44.4
96
01 PERSPECTIVE VIEW FROM ROUNDABOUT
5.00
337°
30'
PROJECT SUMMARY
235°36'
30.06
LOT 6-9 ON RP138011 & LOT 13-15 ON RP151414
14
°4
7.
5'
PARISH: TEWANTIN
96
COUNTY: MARCH
CRESCENT
5.50
SITE AREA 4325m2
LEVEL 1 G.F.A = 1746m2
PROPOSED MEDICAL BUILDING LEVEL 2 G.F.A = 724m2
6.00
TOTAL G.F.A. = 2470m2
CAFE = 10 SEATS
52°00'00"
35.25
CARPARKING REQUIRED = 1 CARPARK / 20m2
2470m2 / 20 = 123.5 CARPARKS
VAL
6.50 SUBJECT
CARPARKING PROVIDED: SITE
232°00'00"
01 02 03 04 05 06 15 16 17 18 19 20
30.175
BASEMENT CARPARKING = 97
LEVEL 1 CARPARKING = 26
07 08 09 10 11 12 13 14
ON STREET REPLACEMENT = 02
21 22 23 24 25 26 27 28
CARPARKING
7.00 ENTRY EXIT
0'
°0
TOTAL CARPARKING = 125
97
PMT
69
142°00'00"
5.
BUS 76.445
SHELTER SERVICE VEHICLES PROVIDED: 1 x AMBULANCE
1 x MRV
LEFT IN PROPOSED PROPOSED
LEFT OUT
VEHICULAR VEHICULAR
CROSSOVER CROSSOVER 1 x WCV
SITE COVER = 2006m2 or 46.3%
GOODCHAP STREET LANDSCAPED AREA = 787m2 or 18%
NOTE:
ALL CARPARKING IN ACCORDANCE WITH AS2890.1
MINIMUM TYPICAL DIMENSIONS:
01 SITE PLAN ALL AISLES: 6.2M WIDE
02 LOCATION PLAN
SINGLE CAR: 5.4 x 2.4M
PROPOSED MEDICAL DEVELOPMENT MEDICENTRE PROPERTIES PTY LTD development approval
scale: 1:500@A3
issue:
1:250@A3
03
05 date: 27.11.2015 north
GOODCHAP STREET, NOOSAVILLE SITE PLAN 1534/DA/01
The designs, drawings and specification are copyright and always remain the property of Blackburne Jackson Design Pty Ltd.
Section 29
4.00 LOWER BIORETENTION ZONE
REFER SWMP BY CIVIL ENGINEER
FOR EXTENT (EXTENT INDICATED
VA
BY HATCHING)
4.50
ACOUSTIC BARRIER
REFER NOISE
L CR
EMT
ASSESSMENT REPORT
ESC
ENT
LANDSCAPE
A ACOUSTIC BARRIER
06 REFER NOISE
ASSESSMENT REPORT
2050
PERIMETER PLANTING
INTO NATURAL GROUND
5400
5400
3149
140
5.00
29 30 31 32 33 34 35 36 37 38 B
5400
126 05
2600 2750 2750 2600 2750 2750 2600 2750 2750 2900
39
2620
40
2950
DETENTION
41
6200
125 2600
TANK
ACOUSTIC BARRIER 2600 42
2600
REFER NOISE
RL 3.500 2750 43
ASSESSMENT REPORT 2600 44
6200
124 2750 45
2600 46 STAF WALL TO RL 5.975
50 51 52 53 54 55 56 2750 F ACOUSTIC BARRIER
47 STAF
2600 F REFER NOISE
ACOUSTIC WALL REFER 2750 48
123 ASSESSMENT
NOISE ASSESSMENT 49
5400
2750 REPORT
2750
REPORT 2900
5.50 BIKE AND MOTORCYCLE
3977
122
2750
121
5400
2600
PLANT 190 300 5800 190 2000
6200
2000@ 1:8
120
245mm
57 58 59 60 61 62 63 64 65 66 67 68 69 70
2750
45790
FALL
2750 2600 2750 2750 2600 2750 2750 2750 2750 2600 2750 2750 2600 2900
3m EMT 97
119
2600
BASEMENT 95 CARS TOTAL
2750
6200
6.00
98
118
2750
5400 6350 2750 2600 2750 2750 2900 2600 2750 2750 2600 2750 2750 2600 2750 6350 5400
2600
2200mm FALL
71 72 73 74 75 76 77 78 79 80 81 82 83
12500@1:6
99
117
2750
2750
5400
41633
100
116
2600
2750
LIFT LOBBY
101
2000 @ 1:8
115
2750
6.50
2900
5400
245mm
FALL
UP
1200 190
102
2750
ST M.S.B.
84 85 86 87 88 89 90 91 92 93 94 95 96
190
2750 2900 5300 1277 103
2600
LINE OF BUILDING OVER
6200
6200
RL 3.500 104
2900
2900 2750 2750 2750 2750 2600 2750 2750 2600 2900 5400
114 113 112 111 110 109 108 107 106 105
5400
7.00
PROPOSED MEDICAL DEVELOPMENT MEDICENTRE PROPERTIES PTY LTD development approval
scale: 1:250@A3
issue: 03
05 date: 27.11.2015 north
GOODCHAP STREET, NOOSAVILLE FLOOR PLAN BASEMENT 1534/DA/02
The designs, drawings and specification are copyright and always remain the property of Blackburne Jackson Design Pty Ltd.
[OCR of page images]
400 . _ LOWER BIORETENTION ZONE —
: REFER SWMP BY CIVIL ENGINEER
“FOR EXTENT (EXTENT INDICATED
BY HATCHING) —-~ —
ACOUSTIC BARRIER / \ Ll
450 [= = [= REFER NOISE To ( . \
| a ASSESSMENT REPORT ee R E .
EMT - —— S
| atatanaianaREnERER , - a ( ACOUSTIC BARRIER
{ = R = N REFER NOISE
nt p= ---- hy ys —— ASSESSMENT REPORT <
1 ae , = x /
se r 1 — — /
fo I ae . _— = m
, | I . | >f~ i) ’
bos | | n =f a a ~ PERIMETER PLANTING
3149! | g| s| | flies eee eee eee | cai . a SOT INTO NATURAL GROUND
$149 E $| - / \
1 of 5 a iL _|_ _ _} _ | eo) =. ~~
aa | | ~ a Fee .
5.00 {1 | \ / = ~ \
st | 29 | | 30 31 J |s2 33 34 35 36 37 38 | o. f SJ
126 r r oe A
, i , 2600, 2750, 2750 , 2600 , 2750 , 2750 , 2600 , 2750 , 2750 , 2900 y 3) ~
ot 7 =F 7 A— ca 7 7 7 vt a | 7 39 i ~_
, ot g ~ /
ial | . A295) [40 || ~
pi] 2x; ~+ g . | os aah |! 7
b a Ze 3 el . | ACOUSTIC BARRIER ‘260 | 42
SS i Tc gq RLS-SOBEFER NOISE . #275 | 43
S f on 1 . | ASSESSMENT REPORB| | Op 2609 | 44
f- \ > 260,
'S | gs st , | gy | 78750 \ WALLTO RL 5.975
| S| 50 51 52 53 54 55 56 / | —— \\ ACOUSTIC BARRIER
\ - 1 REFER NOISE
: Re | 1 _| Reo ern REE || ASSESSMENT
| 2 z REPORT | REPORT
i ai ’\\ BIKE AND MOTORCYCLE \
4
J Pirtuti
3 | \
a \ | \ |
+ 2 5 | |
o| .
g Z| . PLANT 6200 190,300 5800 490 _|2000
——l[o —_# \
ml \ a | 2 |
ol al 57 58 59 =~/60 61 62 63 64 65 66 67 68 69 70 \ I ® |E
| Fe r ~ Y | s\—& 3 ~ \
5 a , 4750, 2600 , 2750 , 2750 , 2600 , 2750 , 2750 , 2750 , 2750 , 2600 , 2750 , 2750 , 2600 , 2900 , Sif =z \ .
3 + + + + + + + + + + + + + + + , 4 \ J
JL \ t 7} ) /
: o } y
3 eg __ BASEMENT 95 CARS TOTAL _ 3s = | \ /
a S| - 4 ' \ J
a : F 98 \
[6350 , 2750| » 2600 , 2750 , 2750 , 2900 , » 2600, 2750 , 2750 , 2600 , 2750 , 2750 , 2600 , 2750 y 6350 5400 \
< SI + + + + + + ++ + + + + + + + a vb
g Al a 1 \8
71 72 73 74 75 76 77 78 79 80 81 is2 83 oft
a 2
+ | | F 99 ale
117 gi | | 2 sé |
NS Ss qj ono
7 Zi | | ‘ aR 3
Z| 4 \ 3 |
}___j | oe | 700 3 |
16); — S}—- — — Sala = = = =l— = a cs ne in 2 aan eae |
2 ~ | FA
| ai ~ LIFT LOBBY | a
~ 4
| + ~ F 101 2
115 ~ | I J =
6.50 | g o \ Q |
p | 8 3 - ca N
‘ | 3 4 ° : wi + \l
- |
8 MSB. 3 |
| sa 84 J [85 86 87 88 89 90 91 92 93 94 los 96 ai |
S| r ~
| 2750 2900 5300 1277, | 7 .
= / \
LINE OF BUILDING OVER ~— 3 \ |
8 4 \
S| ll ~ 4 \ |
a g RL 3.500 3 .
as N 3
. S|
, 2900, 2750 ,* 2750 _, 2750 , 2750 , 2600 , 2750 , 2750 , 2600~, 2900. \
+ + +S oy + + + + + 4 \
*~ 114 113 112 > s |1tt 110 (109 108 107 106 105
7.00 y “TS
~
PROPOSED MEDICAL DEVELOPMENT MEDICENTRE PROPERTIES PTY TD or vaiess
issue: 05 date: 27.11.2015
GOODCHAP STREET, NOOSAVILLE FLOOR PLAN BASEMENT 1534/DA/02
Section 30
VA
L CR
BASEMENT
ESC
ENT
WINDOW ROOF BELOW
4.50
SETBACK
SHADE
SETBACK
6000
DASHED
4828
EMT
A
06 WINDOW
4900 SHADE
DASHED
4500
ACK
ACK
2080
WINDOW
SETB
SHADE
SETB
DASHED ROOF OVER
DASHED
WINDOW
5.00
SHADE
ACK
B DASHED
5000
05
SETB
DETENTION
TANK WINDOW SHADE
BELOW DASHED
2100
WINDOW
SCREEN
BASEMENT ROOF
BELOW
LEVEL OVER DASHED
32875 10000 22880
5.50
4500
SETBACK
WINDOW
CRESCENT
AMENITIES SCREEN
40385
END OF TRIP FACILITIES
27795
8290
SETBACK
WINDOW
SCREEN
3m EMT
G.F.A.
6.00
1746 m2
CAFE
6425
2200mm FALL
12500@1:6
LANDSCAPE
RL 6.300 ACOUSTIC
BARRIER REFER
ENTRY NOISE
ASSESSMENT
REPORT
VAL
WALKWAY WALKWAY
11175
LIFT
7045
4043
REFUSE ROOM
1450
SETBACK
2000 @ 1:8
6853
6.50
245mm
5400
PWD PWD UP FROM AMB LOAD PWD PWD
FALL
UP
5400
BASEMENT
REFUSE REFUSE
COLLECTION COLLECTION UP FROM
BASEMENT
VEHICLE 01 02 03 04 05 06 15 16 17 18 19 20
SHOWN
CONNECTION
DASHED 2900 2600 2750 2550 2400 2550 2750 3500 3600 2900 2400 2400 2400 2600 2600 2600 5670 3900 1510
PEDESTRIAN
10240mm X
2500mm
RL 6.200
6200
6200
LINE OF ROOF
6800
ACOUSTIC 28 CARS OVER CARPARK
BARRIER REFER 4235 43065 22880 SHOWN
NOISE 2000 DASHED
FA 15
1M HIGH WALL
m 1:
LL
ASSESSMENT 2600 2600 2600 2600 2600 2600 2600 2600 600 6600 6000 4070 2600 2600 2600 2600 2600 2600 2600
0m 0 @
REPORT EXHAUST
75 0 0
07 08 09 10 11 12 13 14
11
EXHAUST 21 22 23 24 25 26 27 28
REPLACEMENT
REPLACEMENT
7400@ 1:27
275mm FALL
PARKING
PARKING
5400
4800
7.00
600
LEFT TURN EXIT ONLY PARKING OVER LANDSCAPE
2000
LANDSCAPE P.M.T.
LANDSCAPE
LEFT TURN
ENTRY ONLY
UPPER BIORETENTION ZONE UPPER BIORETENTION ZONE
REFER SWMP BY CIVIL ENGINEER EXISTING FOOTPATH REFER SWMP BY CIVIL ENGINEER
RETAINING WALL
FOR EXTENT (EXTENT INDICATED FOR EXTENT (EXTENT INDICATED
BY HATCHING) 2M HIGH MECHANICAL VENT RISER BY HATCHING)
2M HIGH MECHANICAL VENT RISER
PROPOSED MEDICAL DEVELOPMENT MEDICENTRE PROPERTIES PTY LTD development approval
scale: 1:250@A3
issue: 03
05 date: 27.11.2015 north
GOODCHAP STREET, NOOSAVILLE FLOOR PLAN LEVEL 1 1534/DA/03
The designs, drawings and specification are copyright and always remain the property of Blackburne Jackson Design Pty Ltd.
Section 31
SITE
B OU
NDA
RY L
INE
A
06
METAL DECK ROOF
LINE OF BUILDING
BELOW DASHED
4100
5.00
2.5° FALL
2.5° FALL
B
05
WINDOW SHADE
DASHED
LINE OF ROOF OVER
DASHED
5.50 8290
WINDOW SHADE
DASHED
2.5° FALL
2.5° FALL
PLANT DECK
2.5° FALL
26715
WINDOW SHADE
DASHED
G.F.A.
724 m2
17300
LIFT
RL 9.900
2.5° FALL
2.5° FALL
UP FROM UP FROM PERGOLA
LEVEL 1 LEVEL 1 STRUCTURE
UP
METAL DECK ROOF OVER
WINDOW SHADE
CARPARK
35970 DASHED
13550
12400
PROPOSED MEDICAL DEVELOPMENT MEDICENTRE PROPERTIES PTY LTD development approval
scale: 1:250@A3
issue: 03
04 date: 30.07.2015
27.11.2015 north
GOODCHAP STREET, NOOSAVILLE FLOOR PLAN LEVEL 2 1534/DA/04
The designs, drawings and specification are copyright and always remain the property of Blackburne Jackson Design Pty Ltd.
Section 32
15099 - SBSMP/2
Page 27
Appendix C
CONCEPT DRAINAGE PLANS
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 33
P: (07) 3369 8411
F: (07) 3369 1893
[email protected]
Morgan Consulting Engineers
This drawing is not to be copied,
retained or used without the
permission of the copyright holder.
1 GREAT GEORGE STREET
PADDINGTON Q LD 4 0 6 4
Section 34
P: (07) 3369 8411
F: (07) 3369 1893
[email protected]
Morgan Consulting Engineers
This drawing is not to be copied,
retained or used without the
permission of the copyright holder.
1 GREAT GEORGE STREET
PADDINGTON Q LD 4 0 6 4
Section 35
P: (07) 3369 8411
F: (07) 3369 1893
[email protected]
Morgan Consulting Engineers
This drawing is not to be copied,
retained or used without the
permission of the copyright holder.
1 GREAT GEORGE STREET
PADDINGTON Q LD 4 0 6 4
Section 36
15099 - SBSMP/2
Page 28
Appendix D
XP-RAFTS PRE-DEVELOPMENT HYDROGRAPHS
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 37
LPD [ALL STORMS]
Total Flow
2yr 10min max [0.094] 2yr 15min max [0.114] 2yr 20min max [0.125]
2yr 25min max [0.150] 2yr 30min max [0.137] 2yr 45min max [0.113]
2yr 60min max [0.139] 2yr 90min max [0.109] 2yr 120min max [0.102]
2yr 180min max [0.080] 2yr 360min max [0.057] 2yr 720min max [0.057]
2yr 1080min max [0.040] 2yr 1440min max [0.041] 2yr 2160min max [0.028]
2yr 2880min max [0.027] 2yr 4320min max [0.019]
0.14
0.12
0.10
Total Flow [cms]
0.08
0.06
0.04
0.02
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
Total Flow
| |
2yr 10min max [0.094] 2yr 15min max [0.114] 2yr 20min max [0.125]
2yr 25min max [0.150] 2yr 30min = max [0.137] 2yr 45min max [0.113]
2yr 6Omin max [0.139] 2yr 90min max [0.109] 2yr120min max [0.102]
2yr 180min max [0.080] 2yr 360min max [0.057] 2yr 720min max [0.057]
2yr 1080min max [0.040] 2yr1440min max [0.041] 2yr2160min max [0.028]
2yr 2880min max [0.027] 2yr4320min max [0.019]
0.14
0.12
0.10
Total Flow [cms]
oO
oO
©
0.06
0.04
0.02 |
}
|
nM
0.00 tie!
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
Section 38
LPD [ALL STORMS]
Total Flow
5yr 10min max [0.128] 5yr 15min max [0.153] 5yr 20min max [0.166]
5yr 25min max [0.199] 5yr 30min max [0.187] 5yr 45min max [0.151]
5yr 60min max [0.181] 5yr 90min max [0.144] 5yr 120min max [0.137]
5yr 180min max [0.109] 5yr 360min max [0.078] 5yr 720min max [0.080]
5yr 1080min max [0.057] 5yr 1440min max [0.059] 5yr 2160min max [0.041]
5yr 2880min max [0.039] 5yr 4320min max [0.029]
0.20
0.18
0.16
0.14
Total Flow [cms]
0.12
0.10
0.08
0.06
0.04
0.02
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
Total Flow
| |
5yr 10min max [0.128] 5yr 15min max [0.153] 5yr 20min max [0.166]
P| —
5yr 25min max [0.199] 5yr 30min max [0.187] 5yr 45min max [0.151]
5yr 6Omin max [0.181] 5yr 90min max [0.144] 5yr120min max [0.137]
5yr 180min max [0.109] 5yr 360min max [0.078] 5yr 720min max [0.080]
5yr 1080min max [0.057] 5yr1440min max [0.059] 5yr2160min max [0.041]
5yr 2880min max [0.039] 5yr 4320min max [0.029]
0.20
0.18
0.16
0.14
o
BR
No
0.10
Total Flow [cms]
0.08
0.06
0.04
0.02 |
|
0.00- let
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
Section 39
LPD [ALL STORMS]
Total Flow
10yr 10min max [0.154] 10yr 15min max [0.183] 10yr 20min max [0.185]
10yr 25min max [0.222] 10yr 30min max [0.209] 10yr 45min max [0.169]
10yr 60min max [0.202] 10yr 90min max [0.168] 10yr 120min max [0.160]
10yr 180min max [0.126] 10yr 360min max [0.090] 10yr 720min max [0.095]
10yr 1080min max [0.067] 10yr 1440min max [0.070] 10yr 2160min max [0.049]
10yr 2880min max [0.047] 10yr 4320min max [0.035]
0.22
0.20
0.18
0.16
0.14
Total Flow [cms]
0.12
0.10
0.08
0.06
0.04
0.02
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
10yr 10min max [0.154]
Le
10yr 25min max [0.222]
10yr 60min max [0.202]
10yr 180min max [0.126]
10yr 1080min max [0.067]
10yr 2880min max [0.047]
0.22
0.20
0.18
0.16
Total Flow [cms]
o o o
be be BR
oO Nh a
©
O°
oo
0.06
0.04
0.02 |
|
NH
0.00 He!
15 Tue
Sep 2015
22 Tue
Total Flow
10yr 15min max [0.183] 10yr 20min max [0.185]
10yr 45min max [0.169]
10yr 120min max [0.160]
10yr 30min max [0.209]
10yr 90min max [0.168]
10yr 360min max [0.090] 10yr 720min max [0.095]
10yr 1440min max [0.070] 10yr2160min max [0.049]
10yr 4320min max [0.035]
1 Thu
Time
8 Thu 15 Thu
Section 40
LPD [ALL STORMS]
Total Flow
20yr 10min max [0.181] 20yr 15min max [0.215] 20yr 20min max [0.214]
20yr 25min max [0.255] 20yr 30min max [0.240] 20yr 45min max [0.195]
20yr 60min max [0.230] 20yr 90min max [0.192] 20yr 120min max [0.185]
20yr 180min max [0.150] 20yr 360min max [0.107] 20yr 720min max [0.114]
20yr 1080min max [0.081] 20yr 1440min max [0.084] 20yr 2160min max [0.059]
20yr 2880min max [0.057] 20yr 4320min max [0.042]
0.25
0.20
Total Flow [cms]
0.15
0.10
0.05
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
20yr 10min max [0.181]
Le
20yr 25min max [0.255]
20yr 60min max [0.230]
20yr 180min max [0.150]
20yr 1080min max [0.081]
20yr 2880min max [0.057]
0.25
0.20
o
BR
o1
Total Flow [cms]
0.10
0.05
O. 00 h
15 Tue
Sep 2015
22 Tue
Total Flow
{|
20yr 15min max [0.215] 20yr 20min max [0.214]
20yr 45min max [0.195]
20yr 120min max [0.185]
20yr 30min max [0.240]
20yr 90min max [0.192]
20yr 360min max [0.107] 20yr 720min max [0.114]
20yr 1440min max [0.084] 20yr2160min max [0.059]
20yr 4320min max [0.042]
1 Thu
Time
8 Thu 15 Thu
Section 41
LPD [ALL STORMS]
Total Flow
50yr 10min max [0.222] 50yr 15min max [0.244] 50yr 20min max [0.245]
50yr 25min max [0.271] 50yr 30min max [0.259] 50yr 45min max [0.221]
50yr 60min max [0.251] 50yr 90min max [0.202] 50yr 120min max [0.194]
50yr 180min max [0.158] 50yr 360min max [0.115] 50yr 720min max [0.123]
50yr 1080min max [0.089] 50yr 1440min max [0.092] 50yr 2160min max [0.065]
50yr 2880min max [0.063] 50yr 4320min max [0.047]
0.25
0.20
Total Flow [cms]
0.15
0.10
0.05
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
50yr 10min max [0.222]
Le
50yr 25min max [0.271]
50yr 60min max [0.251]
50yr 180min max [0.158]
50yr 1080min max [0.089]
50yr 2880min max [0.063]
0.25
0.20
Total Flow [cms]
oO
ip
ol
0.10
0.05
1
15 Tue
Sep 2015
0.00
22 Tue
Total Flow
50yr 15min max [0.244] 50yr 20min max [0.245]
50yr 45min max [0.221]
50yr 120min max [0.194]
50yr 30min max [0.259]
50yr 90min max [0.202]
50yr 360min max [0.115] 50yr 720min max [0.123]
50yr 1440min max [0.092] 50yr2160min max [0.065]
50yr 4320min max [0.047]
1 Thu
Time
8 Thu 15 Thu
Section 42
LPD [ALL STORMS]
Total Flow
100yr 10min max [0.246] 100yr 15min max [0.277] 100yr 20min max [0.272]
100yr 25min max [0.301] 100yr 30min max [0.288] 100yr 45min max [0.246]
100yr 60min max [0.278] 100yr 90min max [0.224] 100yr 120min max [0.216]
100yr 180min max [0.178] 100yr 360min max [0.131] 100yr 720min max [0.141]
100yr 1080min max [0.102] 100yr 1440min max [0.106] 100yr 2160min max [0.076]
100yr 2880min max [0.073] 100yr 4320min max [0.055]
0.30
0.25
0.20
Total Flow [cms]
0.15
0.10
0.05
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
100yr 10min max [0.246]
Le
100yr 25min max [0.301]
100yr 6Omin max [0.278]
100yr 180min max [0.178]
100yr 1080min max [0.102]
100yr 2880min max [0.073]
0.30
0.25
0.20
0.15
Total Flow [cms]
0.10
0.05
|
Wit
0.00 i) {
15 Tue
Sep 2015
22 Tue
Total Flow
Le
100yr 15min max [0.277]
100yr 30min max [0.288]
100yr 90min max [0.224]
100yr 360min max [0.131]
100yr 1440min max [0.106]
100yr 4320min max [0.055]
1 Thu
Time
100yr 20min = max [0.272]
100yr 45min max [0.246]
100yr 120min max [0.216]
100yr 720min max [0.141]
100yr 2160min max [0.076]
8 Thu 15 Thu
Section 43
15099 - SBSMP/2
Page 29
Appendix E
XP-RAFTS POST-DEVELOPMENT MITIGATED HYDROGRAPHS
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 44
LPD [ALL STORMS]
Total Flow
2yr 10min max [0.100] 2yr 15min max [0.126] 2yr 20min max [0.121]
2yr 25min max [0.133] 2yr 30min max [0.125] 2yr 45min max [0.109]
2yr 60min max [0.121] 2yr 90min max [0.102] 2yr 120min max [0.097]
2yr 180min max [0.076] 2yr 360min max [0.056] 2yr 720min max [0.056]
2yr 1080min max [0.041] 2yr 1440min max [0.043] 2yr 2160min max [0.030]
2yr 2880min max [0.028] 2yr 4320min max [0.021]
0.13
0.12
0.11
0.10
0.09
Total Flow [cms]
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
0.13
0.12
0.11
0.10
0.09
©
O°
oo
Total Flow [cms]
oO oO
oO oO
a ~N
©
oO
a
0.04
0.03
0.02
0.01
0.00
LPD [ALL STORMS]
Total Flow
| |
2yr 10min max [0.100] 2yr 15min max [0.126] 2yr 20min max [0.121]
a —
2yr 25min max [0.133] 2yr 30min max [0.125] 2yr 45min max [0.109]
2yr 6Omin max [0.121] 2yr 90min max [0.102] 2yr 120min max [0.097]
2yr 180min max [0.076] 2yr 360min max [0.056] 2yr 720min max [0.056]
2yr 1080min max [0.041] 2yr1440min max [0.043] 2yr2160min max [0.030]
2yr 2880min max [0.028] 2yr 4320min max [0.021]
|
I
[ta l
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
Section 45
LPD [ALL STORMS]
Total Flow
5yr 10min max [0.120] 5yr 15min max [0.152] 5yr 20min max [0.147]
5yr 25min max [0.182] 5yr 30min max [0.170] 5yr 45min max [0.134]
5yr 60min max [0.167] 5yr 90min max [0.138] 5yr 120min max [0.122]
5yr 180min max [0.097] 5yr 360min max [0.075] 5yr 720min max [0.076]
5yr 1080min max [0.058] 5yr 1440min max [0.059] 5yr 2160min max [0.042]
5yr 2880min max [0.040] 5yr 4320min max [0.030]
0.18
0.16
0.14
0.12
Total Flow [cms]
0.10
0.08
0.06
0.04
0.02
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
Total Flow
| |
5yr 10min max [0.120] 5yr 15min max [0.152] 5yr 20min max [0.147]
P| —
5yr 25min max [0.182] 5yr 30min = max [0.170] 5yr 45min max [0.134]
5yr 6Omin max [0.167] 5yr 90min max [0.138] 5yr120min max [0.122]
5yr 180min max [0.097] 5yr 360min max [0.075] 5yr 720min max [0.076]
5yr 1080min max [0.058] 5yr1440min max [0.059] 5yr2160min max [0.042]
5yr 2880min max [0.040] 5yr 4320min max [0.030]
0.18
0.16
0.14
0.12
Total Flow [cms]
oO
jb
oO
©
O°
oo
0.06
0.04
0.02 | |
|
0.00 lt
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
Section 46
LPD [ALL STORMS]
Total Flow
10yr 10min max [0.139] 10yr 15min max [0.181] 10yr 20min max [0.164]
10yr 25min max [0.204] 10yr 30min max [0.191] 10yr 45min max [0.151]
10yr 60min max [0.188] 10yr 90min max [0.161] 10yr 120min max [0.151]
10yr 180min max [0.124] 10yr 360min max [0.086] 10yr 720min max [0.088]
10yr 1080min max [0.068] 10yr 1440min max [0.070] 10yr 2160min max [0.050]
10yr 2880min max [0.048] 10yr 4320min max [0.036]
0.20
0.18
0.16
0.14
Total Flow [cms]
0.12
0.10
0.08
0.06
0.04
0.02
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
10yr 10min max [0.139]
Le
10yr 25min max [0.204]
10yr 60min max [0.188]
10yr 180min max [0.124]
10yr 1080min max [0.068]
10yr 2880min max [0.048]
0.20
0.18
0.16
o o
BR BR
Nh &
Total Flow [cms]
oO
jb
oO
0.08
0.06
0.04
0.02 | |
Uh
0.00 le
15 Tue
Sep 2015
22 Tue
Total Flow
{|
10yr 15min max [0.181] 10yr 20min max [0.164]
10yr 45min max [0.151]
10yr 120min max [0.151]
10yr 30min max [0.191]
10yr 90min max [0.161]
10yr 360min max [0.086] 10yr 720min max [0.088]
10yr 1440min max [0.070] 10yr2160min max [0.050]
10yr 4320min max [0.036]
1 Thu
Time
8 Thu 15 Thu
Section 47
LPD [ALL STORMS]
Total Flow
20yr 10min max [0.167] 20yr 15min max [0.210] 20yr 20min max [0.195]
20yr 25min max [0.231] 20yr 30min max [0.218] 20yr 45min max [0.179]
20yr 60min max [0.213] 20yr 90min max [0.186] 20yr 120min max [0.178]
20yr 180min max [0.145] 20yr 360min max [0.108] 20yr 720min max [0.114]
20yr 1080min max [0.080] 20yr 1440min max [0.084] 20yr 2160min max [0.061]
20yr 2880min max [0.059] 20yr 4320min max [0.044]
0.24
0.22
0.20
0.18
0.16
Total Flow [cms]
0.14
0.12
0.10
0.08
0.06
0.04
0.02
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
20yr 10min max [0.167]
Le
20yr 25min max [0.231]
20yr 60min max [0.213]
20yr 180min max [0.145]
20yr 1080min max [0.080]
20yr 2880min max [0.059]
0.24
0.22
0.20
0.18
Total Flow [cms]
o o o
be BR be
Nh oO
oO
Ee
oO
Total Flow
{|
20yr 15min max [0.210] 20yr 20min max [0.195]
20yr 45min max [0.179]
20yr 120min max [0.178]
20yr 30min max [0.218]
20yr 90min max [0.186]
20yr 360min max [0.108] 20yr 720min max [0.114]
20yr 1440min max [0.084] 20yr2160min max [0.061]
20yr 4320min max [0.044]
0.08
0.06
0.04
0.02 | |
jl
0.00 li
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
Section 48
LPD [ALL STORMS]
Total Flow
50yr 10min max [0.202] 50yr 15min max [0.233] 50yr 20min max [0.218]
50yr 25min max [0.243] 50yr 30min max [0.233] 50yr 45min max [0.201]
50yr 60min max [0.231] 50yr 90min max [0.194] 50yr 120min max [0.187]
50yr 180min max [0.154] 50yr 360min max [0.116] 50yr 720min max [0.123]
50yr 1080min max [0.090] 50yr 1440min max [0.094] 50yr 2160min max [0.067]
50yr 2880min max [0.064] 50yr 4320min max [0.049]
0.25
0.20
0.15
Total Flow [cms]
0.10
0.05
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
50yr 10min max [0.202]
Le
50yr 25min max [0.243]
50yr 60min max [0.231]
50yr 180min max [0.154]
50yr 1080min max [0.090]
50yr 2880min max [0.064]
0.25
0.20
o
BR
o1
Total Flow [cms]
0.10
0.05
ity
0.00
Total Flow
{|
50yr 15min max [0.233] 50yr 20min max [0.218]
50yr 45min max [0.201]
50yr 120min max [0.187]
50yr 30min max [0.233]
50yr 90min max [0.194]
50yr 360min max [0.116] 50yr 720min max [0.123]
50yr 1440min max [0.094] 50yr 2160min max [0.067]
50yr 4320min max [0.049]
15 Tue
Sep 2015
22 Tue
1 Thu
Time
8 Thu 15 Thu
Section 49
LPD [ALL STORMS]
Total Flow
100yr 10min max [0.221] 100yr 15min max [0.265] 100yr 20min max [0.253]
100yr 25min max [0.274] 100yr 30min max [0.255] 100yr 45min max [0.223]
100yr 60min max [0.254] 100yr 90min max [0.213] 100yr 120min max [0.205]
100yr 180min max [0.172] 100yr 360min max [0.132] 100yr 720min max [0.141]
100yr 1080min max [0.104] 100yr 1440min max [0.108] 100yr 2160min max [0.077]
100yr 2880min max [0.074] 100yr 4320min max [0.057]
0.25
0.20
Total Flow [cms]
0.15
0.10
0.05
0.00
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
[OCR of page images]
LPD [ALL STORMS]
100yr 10min = max [0.221]
Le
100yr 25min max [0.274]
100yr 6Omin = max [0.254]
100yr 180min max [0.172]
100yr 1080min max [0.104]
100yr 2880min max [0.074]
Total Flow
100yr 15min max [0.265] 100yr 20min = max [0.253]
100yr 30min = max [0.255] 100yr 45min = max [0.223]
100yr 120min max [0.205]
100yr 90min = max [0.213]
100yr 360min max [0.132] 100yr 720min max [0.141]
100yr 1440min max [0.108] 100yr 2160min max [0.077]
100yr 4320min max [0.057]
0.25
0.20
nD
&
2,
= 0.15
Oo
im
o
o
a
0.10 |
0.05
0.00 Pa
15 Tue 22 Tue 1 Thu 8 Thu 15 Thu
Sep 2015 Time
Section 50
15099 - SBSMP/2
Page 30
Appendix F
RATIONAL METHOD CALCULATIONS
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 51
Rational Method Peak Flow Calculations
Job No: 15099 MORGAN CONSULTING
Job Type: Proposed Medical Development ENGINEERS PTY LTD
Address: Cnr Val Crescent and Goodchap Street, Noosaville 1 GREAT GEORGE STREET
Council: Noosa Council PADDINGTON QLD 4064
IFD Data: Noosa Minor Storm: Q2 Designed: RP
1
I10 72mm/hr Major Storm:Q100 Checked: HM
Pre-Development Post-Development
Time of Concentration
Standard Inlet Time Standard Inlet Time
Standard Inlet Time 0 mins QUDM 2007 4.06 Standard Inlet Time 5 mins QUDM 2007 4.06
Sheet Flow (Friends Equation) QUDM 2007 - Table 4.06.3 Sheet Flow (Friends Equation) QUDM 2007 - Table 4.06.3
Sheet flow length (L) 45 m Sheet flow length (L) m
roughness (n) 0.03 short grass roughness (n) short grass
Fall of NSL 1.96 m Fall of NSL m
Slope of Surface (S) 4.4 % Slope of Surface (S) %
total 8.5 mins total 0.0 mins
Concentrated Overland Flow Pipe Flow
Flow distance 25 m Flow distance m
velocity 1 m/s Fall of channel m
mins 0.4 mins QUDM 2007 - Figure 4.09 Flow Velocity m/s
Surface type multiplier 1.0 total 0.000 mins
total 0.4 mins
Total tc 8.9 mins Total tc 5.0 mins
Runoff Volume Calculations
Name Area (ha) tc fi C10 Name Area (ha) tc fi C10
0.4325 0.32 0.74 0.4325 0.83 0.86
Total 0.433 8.9 0.74 Total 0.433 5.0 0.86
Frequency Frequency
ARI Cy Iy Qy ARI Cy Iy Qy
Factor A (Ha) Factor A (Ha)
(years) (Fy*C10) (mm/h) (m3/s) (years) (Fy*C10) (mm/h) (m3/s)
(Fy) (Fy)
3 mth 0.037 3 mth 0.053
1 0.800 0.590 104 0.433 0.074 1 0.800 0.687 130 0.433 0.107
2 0.850 0.627 132 0.433 0.100 2 0.850 0.730 164 0.433 0.144
5 0.950 0.701 164 0.433 0.138 5 0.950 0.816 202 0.433 0.198
10 1.000 0.738 181 0.433 0.161 10 1.000 0.859 223 0.433 0.230
20 1.050 0.775 206 0.433 0.192 20 1.050 0.902 253 0.433 0.274
50 1.150 0.849 238 0.433 0.243 50 1.150 0.988 292 0.433 0.346
100 1.200 0.886 263 0.433 0.279 100 1.200 1.000 321 0.433 0.386
Detention Tank Orifice Plate Sizing Required: Pipe size required at outlet to maintain existing minor flow:
Item Orifice Item
Pre-development minor flow Q2 (m3/s) 0.100 dia (mm) 375
Cd A (m2) 0.11
g (m/s2) 9.81 (n) 0.013
h (m) P 1.18
A (m2) #DIV/0! Slope (%) 2.2
Orifice Plate dia (mm) #DIV/0! Slope (1 in X) 45.5
Pipe Capacity, Q (m3/s) 0.260
Total Minor Storm Peak Flow (m3/s) 0.100
Page 1 of 1 21/09/2015
Section 52
15099 - SBSMP/2
Page 31
Appendix G
NOOSAVILLE FLOOD OVERLAY MAPPING
Site Based Stormwater Management Plan
Proposed Medical Development at Cnr Val Crescent & Goodchap Street, Noosaville
Section 53
MO
N ST
DUKE ST
N ST
GOODWI
ST
GIBSO
ESP
WERIN
READ ST
LAN
ST
ADE
BUTLER
W
AL
LA
MAKEPEACE IS
BY
READ ST
Riverside Noosaville
TR
RD
AC
K
PINE AV
Inset Scale 1cm : 100m
WEYBA
TAIT ST
N DR
ELKHOR
ER
ST
IE T
GEORGE
ST
ST
MP
N ST
BUTLER
GY
JAMES
AV
GOODWI
COREEN
ST
ST
ADA ST
ST
WERIN
HENDRY
IL
ST
MOORIND
HAY ST
WARD
ST
MYLES
GYMPIE
ST
SHEEP IS IE TER
ACK
HOMEPO ELIZAB
RT TRAC
ETH ST
REE TR
T ST
ST
K
E
PAPERT
ALBER
GEORG
WALL
ABY TR
CRANK
ST
ANN ST ACK
HOMEPO
RT TRAC
K
CULLINA
NE ST
ST
MARY S
DR
N ST
T
ER
S
RIV
GOODWI
THOMA
ST
ST
A
OS
IL
I DR
WERIN
NO
MOORIND
222
WYGAN
ROAD
BLAKES
POINCIAN LE Y ST
A AV
SHIELDS
ROAD
ST POINCIAN
W
A AV
CT
EY
NI
IRENE
WYGA
IN
ST
BA
R AV
DOONEL
F ST
EF
LA ST
JOYCE
KEEL C
RD
ST
LU
T W
YG
AN
GOAT IS IR
RD
CEDAR OA
PL D
SA
WYGANI DR
O
NO
RU
Y
RO
SS
WIL
D
O
EL
R
CO
R
L
LIA
VE
ST
RI
M
ST
RD
AM ST
Riverside Noosaville Inset
WEYBA
PL
ER
IE T
ST
N DA
HILTON MP
TER GY
JAMES
HOOPER
T
ARA
CR
I ST
LS
R
J AC
WAND
EA
GYMP
IE TER ELIZABE
M
TH ST
UR
W
ST
OO
RA
ST
L
CT
ALBERT
GEORGE
UM
Y ST
CRES
ANN ST
HOOPER CR
ST
BA
KEYSER IS
LE
LAKE
OU
ROBERT
ST
HALL VIEW JANET
CLOUDS
CT
TL
DR ST
OO
MARY
ST
ST
K
DR
GIBSO
THOMAS
N RD ILUKA
LINK
GOOLOI
CT GIBSON RD
W
EY
CT
BA
FIN
RD
ST
L KEEL CT
HC
UE
TER AV
TA HAY IS ROSS IS
REEF
BL
CT
SALTWA
WA
TER
A
DR
GO
SID
R
EC
LA
T
OD
K
TA
OO
DR
CH
TL
AY
The text continues on section 54.
Used in these records
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