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MCU14/0106 & OPW15/0001 Appendix E - Stormwater Management Plan
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Log in to see the plans as drawn Noosa Civic Expansion
28 Eenie Creek Road, Noosaville and parts of the road reserves of Hofmann Drive and Walter Hay Drive
28 Eenie Creek Road, Noosaville
and parts of the road reserves of
Hofmann Drive and Walter Hay
Drive
APPENDIX
E
STORMWATER MANAGEMENT PLAN
June 2015 Cardno HRP 51
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Full text of sections 2 to 48 (of 65)
Section 2
Noosa
Insert Civic
report title here
Stormwater Management
Insert project name Plan
J13041/R2_Final
Insert job reference
Prepared for
QIC Noosa Civic Pty Ltd
11 May 2015
Section 3
Noosa Civic
Stormwater Management Plan
Contact Information Document Information
Cardno (QLD) Pty Ltd Prepared for QIC Noosa Civic Pty Ltd
ABN 57 051 074 992 Project Name Noosa Civic
File Reference O:\J13041\WP\R2VFinal_SWMP\J13041R2_Final
Level 11 Green Square North Tower
SWMP.docx
515 St Paul’s Terrace
Fortitude Valley QLD 4006 Job Reference J13041/R2_Final
Locked Bag 4006 Fortitude Valley Date 11 May 2015
Telephone: 07 3369 9822
Facsimile: 07 3369 9722
International: +61 7 3369 9822
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Section 4
Noosa Civic
Stormwater Management Plan
Table of Contents
1 Introduction 1
2 Stormwater Quantity Management 2
2.1 Regional Flood Mapping 2
2.2 Local Catchment Modelling 2
2.2.1 Hydrologic Model Details 2
2.2.2 Hydraulic Model Details 4
3 Stormwater Quality Modelling 8
3.1 Environmental Values and Water Quality Objectives 8
3.2 Pollutant Impact Assessment 8
4 Response to Information Request 11
5 Conclusion 15
6 Qualifications 16
Tables
Table 2-1 Existing Scenario Catchment Properties 3
Table 2-2 Developed Scenario Catchment Properties 3
Table 2-3 Adopted Hydrologic Parameters 4
Table 2-4 Manning’s ‘n’ Values 4
Table 2-5 C1 Carpark Area Stage-Storage Relationship 5
Table 2-6 C2 Carpark Area Stage-Storage Relationship 5
Table 2-7 C3 Carpark Area Stage-Storage Relationship 5
Table 2-8 C4 Carpark Area Stage-Storage Relationship 5
Table 2-9 C5 Carpark Area Stage-Storage Relationship 6
Table 2-10 Total Site Discharge 6
Table 2-11 Culvert Maximum Discharge Velocity 6
Table 2-12 Culvert Inlet Maximum Water Surface Level 7
Table 3-1 Operational Phase Performance Criteria 8
Table 3-2 MUSIC Model Meteorological Data and Rainfall-Runoff Parameters 8
Table 3-3 Full Site MUSIC Catchment Parameters 9
Table 3-4 MUSIC Catchment Areas 9
Table 3-5 Common Basin Details 9
Table 3-6 Basin Areas 10
Table 3-7 Full Site Treatment Basin MUSIC Model Results 10
Figures
Figure 1 Site Location
Figure 2 Existing WBNM Model
Figure 3 Developed WBNM Model
Figure 4 MUSIC Model Layout
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Section 5
Noosa Civic Stormwater Management Plan Reference Drawings Appendices Appendix A Regional Flood Mapping Appendix B Rational Method Calculation Appendix C XP-SWMM Results Appendix D MUSIC Model Schematic Appendix E Bio-Retention Concept Plans Appendix F Engineering Drawings QIC Noosa Civic Pty Ltd Version Final 11 May 2015 J13041R2_Final SWMP.docx Commercial in Confidence Page iv
Section 6
Noosa Civic Stormwater Management Plan 1 Introduction Cardno (QLD) Pty Ltd has been commissioned to prepare a Stormwater Management Plan which considers both stormwater quantity and quality for the proposed extension of the Noosa Civic development located on 28 Eenie Creek Road, Noosaville, as shown on Figure 1. The current proposal for the site is for a retail centre, as shown on the Buchan Group drawings prepared for the project. Currently the proposed development site is undeveloped bushland. The report is based on the following information provided by others: Aerial Laser Survey (ALS) (supplied by Department of Natural Resources & Mines, Qld) Ground survey (completed by Bennett and Francis Pty Ltd) Development layouts (completed by The Buchan Group) Engineering plans (completed by Cardno) The accuracy of the report is dependent upon the accuracy of this information. This report provides details of the management of stormwater following the proposed development of the site and addresses the information request items raised in Council’s information request dated 12 February 2015 (ref MCU14/0106, OPW15/0001). QIC Noosa Civic Pty Ltd Version Final 11 May 2015 J13041R2_Final SWMP.docx Commercial in Confidence Page 1
Section 7
Noosa Civic
Stormwater Management Plan
2 Stormwater Quantity Management
2.1 Regional Flood Mapping
Appendix A contains copies of Noosa Shire Council’s River Flood Information Map and Stormtide
Information Map. This mapping indicates that the site is effectively flood free from both River and Stormtide
flooding.
There is a small inundation extent on the site mapped for River flood for extreme events, but this does not
affect any land beyond the area identified as OS7. Therefore management of the stormwater and flooding
for this site will be based on local catchment management only.
2.2 Local Catchment Modelling
Unattenuated development would produce an increase in stormwater discharge from the site. Hydrologic
modelling was therefore undertaken to determine the detention volume required to mitigate this increase.
The flood analysis was undertaken using the XP-SWMM model in accordance with the requirements of the
Noosa Shire Council Planning Scheme (NSC, 2013), the Queensland Urban Drainage Manual (DEWS,
2013) and Australian Rainfall and Runoff (IEAust, 1998). This modelling tool considered an integrated
hydrologic and hydraulic model, whereby the catchment runoff was directly input into storages and
stormwater link elements.
Two scenarios were considered for the assessment.
Existing Scenario
In the existing scenario the site drains to the west and south-west, primarily through the existing minor
drainage corridor contained within OS7. Flows from the existing developed area of Noosa Civic to the
west also contribute to the overall runoff in OS7. Flow is discharged from the site at three different
points along the southern boundary. The existing site and catchments are shown on Figure 2.
Developed Scenario
For this scenario, the existing model was modified to include the proposed development based on the
proposed uses shown on the layout included in the reference drawings. The catchment boundaries for
this scenario are shown on Figure 3.
2.2.1 Hydrologic Model Details
Table 2-1 and Table 2-2 list the parameters adopted for the existing and developed scenarios respectively.
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Table 2-1 Existing Scenario Catchment Properties
Catchment ID Catchment area Percentage Impervious
(ha) (%)
A1 3.29 17.1%
A2 2.31 4.9%
B 3.61 5.5%
C 2.57 26.5%
D 4.47 85.0%
E 1.54 5.2%
F1 1.93 33.7%
F2 0.71 5.0%
F3 0.84 4.8%
K 1.93 100.0%
Total 23.2 35%
Table 2-2 Developed Scenario Catchment Properties
Catchment ID Catchment area Percentage Impervious
(ha) (%)
C1 0.83 77.1%
C2 0.26 76.9%
C3 0.35 77.1%
C4 0.24 83.3%
C5 0.29 82.8%
D 4.47 85.0%
E 1.54 5.2%
F1 1.93 33.7%
F2 0.71 42.3%
F3 0.84 4.8%
G1 2.11 25.1%
G4a 0.82 56.1%
G4b 0.21 76.2%
H 3.21 28.3%
I1 2.02 100.0%
J1 1.44 100.0%
K 1.93 100.0%
Total 23.2 59.8%
The main parameters adopted for the hydrologic modelling are listed in Table 2-3.
It is noted that the initial loss parameter was modified from the original reporting to respond to Council’s
information request.
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The previous assumption for the pervious loss rate is considered appropriate and was verified against a
Rational Method calculation. We are therefore of the opinion that there is no need to change this parameter.
We have, however, updated our modelling to include this change, to demonstrate that a suitable
arrangement can be achieved even if Council’s value is adopted.
The model was run for a range of storm durations, with the 1 hour duration producing the peak discharge.
Table 2-3 Adopted Hydrologic Parameters
Parameters Impervious Surface Pervious Surface
Initial Loss (mm) 0 15
Continuous Loss(mm/hr) 1 2.5
Fraction Impervious (%) 100 0
Manning’s n 0.016 0.060
To ensure that the peak flow calculated by the model was reasonable, the existing case model was validated
against a Rational Method calculation. The calculations completed in relation to the Rational Method are
presented in Appendix B. The Rational Method was found to predict peak flows of 1.03 m3/s in Catchment B
and 0.93 m3/s in Catchment C for the 100 year event. In comparison, the XP-SWMM model provided peak
flows estimates of 1.03 m3/s in Catchment B and 0.89 m3/s in Catchment C for the existing case. Given this
close level of agreement, it was considered acceptable to use the XP-SWMM model to calculate peak flows
for the existing and developed cases and to determine the attenuation strategy required to offset the
increase in peak runoff caused by development.
2.2.2 Hydraulic Model Details
A digital terrain model (DTM) of the study area was set up using LIDAR data supplied by the Department of
Natural Resources and Mines (DNRM). A site survey of the subject site was provided by Bennett and
Francis surveyors.
Cross-sections in the drainage corridor in the OS7 corridor were included as shown on Figures 2 and 3.
The pre-development and post-development case surface roughness conditions were represented by
appropriate values of the Manning’s ‘n’ roughness parameter. The adopted roughness values are listed in
Table 2-4.
Table 2-4 Manning’s ‘n’ Values
Surface Condition Manning’s
‘n’
Existing and Developed Cases
Concrete Pipes 0.014
Drainage Corridor 0.025
The existing culverts, 4/1200x600 RCBC’s at 3.05mAHD under Hofmann Drive were included based on the
survey data undertaken by Bennett and Francis.
The flow hydrographs were derived from the hydrologic model component in XP-SWMM discussed in
Section 2.2.1. The downstream boundary conditions assumed inlet control conditions on the culverts.
It is proposed that on-site mitigation of local flows will be provided by:
- Utilising depth in the car parks to a maximum of 300mm. For the purposes of the development
application assessment, the levels were based on the preliminary engineering levels and can be seen
in Table 2-5 to Table 2-9.
- Reducing the capacity of the culverts under Hofmann Road to 4/1200x300 and raising the invert level
from 3.05mAHD to 3.35mAHD whilst maintaining a 225 RCP at the original invert level for low flows;
and
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- Utilizing the fauna passage 1/2400x1200 RCBC as a discharge point for events above a 5 year ARI.
Culvert at 3.82mAHD with controlling weir at 4.2mAHD in front of the fauna crossing.
With reference to Section 3, it is intended to place a bioretention system within the car parks as well. In
accordance with common practice, for the analysis it was assumed that the extended detention zone of the
bioretention system was full at the commencement of each rainfall event, although this is unlikely to occur in
this particular situation in practice.
Table 2-5 C1 Carpark Area Stage-Storage Relationship
Stage (mAHD) Storage (m3)
8.03 0
8.05 6.18
8.10 26.01
8.15 90.67
8.20 215.32
8.25 387.38
8.30 596.47
Table 2-6 C2 Carpark Area Stage-Storage Relationship
Stage (mAHD) Storage (m3)
7.98 0
8.05 0.39
8.10 2.24
8.15 6.95
8.20 16.17
8.25 37.57
8.30 76.14
8.35 133.89
Table 2-7 C3 Carpark Area Stage-Storage Relationship
Stage (mAHD) Storage (m3)
8.39 0
8.44 2.56
Table 2-8 C4 Carpark Area Stage-Storage Relationship
Stage (mAHD) Storage (m3)
7.96 0
8.05 1.97
8.10 7.56
8.15 17.95
8.20 35.98
8.25 72.42
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Table 2-9 C5 Carpark Area Stage-Storage Relationship
Stage (mAHD) Storage (m3)
8.38 0
8.43 2.55
Table 2-10 presents the resulting pre- and post-developed flows for the range of Average Recurrence
Interval (ARI) flood events. Table 2-11 and Table 2-12 present the maximum discharge from the culverts
crossing beneath Hofmann Drive and the water surface level immediately upstream of these culverts
respectively. Appendix C includes the comparison at various sub-catchments from the site.
Table 2-10 Total Site Discharge
ARI Pre-development Unattenuated Mitigated Mitigated
(Years) Discharge Post- Discharge Impact
development
(m3/s) (m3/s) (m3/s)
Discharge
(m3/s)
2 3.7 5.0 3.7 0.0
5 4.9 7.0 4.3 -0.6
10 5.6 8.0 5.0 -0.6
20 6.5 9.2 6.0 -0.5
50 7.2 9.9 7.2 0.0
100 8.2 10.9 8.1 -0.1
Table 2-11 Culvert Maximum Discharge Velocity
ARI Pre-development Mitigated Mitigated Mitigated
(Years) Velocity Velocity Velocity (Low Velocity (Fauna
(Culverts) (Culverts) Flow Pipe) Pass)
(m/s) (m/s) (m/s) (m/s)
2 1.47 2.09 1.65 0.00
5 1.63 2.37 1.79 0.00
10 1.78 2.62 1.91 0.40
20 1.87 2.77 1.98 1.41
50 1.94 2.91 2.05 1.87
100 1.96 3.00 2.10 2.17
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Table 2-12 Culvert Inlet Maximum Water Surface Level
ARI Pre-development Mitigated Mitigated
(Years) WSL WSL Impact
(mAHD) (mAHD) (mAHD)
2 3.44 4.01 0.57
5 3.51 4.12 0.61
10 3.55 4.24 0.69
20 3.61 4.32 0.71
50 3.67 4.40 0.73
100 3.74 4.44 0.71
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3 Stormwater Quality Modelling
3.1 Environmental Values and Water Quality Objectives
In order to satisfy the requirements of the State Planning Policy (DSDIP, 2013) and Noosa Shire Council, it
will be necessary to treat runoff from the site to ensure that the Environmental Values of downstream
receiving waters are protected. To achieve this, it will be necessary to treat water to meet the water quality
objectives defined in the State Planning Policy.
The relevant load based water quality objectives applicable to the site are listed in Table 3-1.
Table 3-1 Operational Phase Performance Criteria
Pollutant Load Based Reduction Target
Total Suspended Solids 80% reduction
Total Phosphorus 60% reduction
Total Nitrogen 45% reduction
Litter (sized 5mm or greater) 90% reduction
The following section details the modelling undertaken to confirm that an appropriate level of treatment can
be achieved.
3.2 Pollutant Impact Assessment
A detailed pollutant export analysis was carried out using eWater’s Model for Urban Stormwater
Improvement Conceptualisation (MUSIC) v6.01. The analysis was carried out in accordance with the latest
guidelines and data as defined in:
‘Water Sensitive Urban Design Technical Design Guidelines for South East Queensland’ (Healthy
Waterways, 2006); and
‘MUSIC Modelling Guidelines Version 1.0’ (Water By Design, 2010).
In accordance with the above guidelines, the meteorological data and rainfall-runoff parameters adopted for
modelling are detailed in Table 3-2 below.
Table 3-2 MUSIC Model Meteorological Data and Rainfall-Runoff Parameters
Source Node Treatment Type
Rainfall station Noosa Shire Council – Cooroy Composite – Station 40059
Time step 6 minute
Modelling period 1/01/1973 - 31/12/1989
Mean annual rainfall (mm) 1600
Evapotranspiration Cooroy Composite – Station 40059
(Reference: Table 3.1, Water by Design, 2010)
Rainfall runoff parameters Urban Residential (Reference: Table 3.7 Water by Design, 2010)
Pollutant export parameters Urban Residential split catchments (Reference: Table 3.8 Water by Design, 2010)
A split land use catchment breakdown was adopted in the model. Details of the catchment breakdown and
source nodes are provided in Table 3-3 and Table 3-4, with the model layout presented in Appendix D.
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Table 3-3 Full Site MUSIC Catchment Parameters
MUSIC Node Description Area Land Use Total
(ha) Impervious
(%)
Car Park and Road All car park areas and new 2.044 Commercial 75%
roads
Green Areas All landscape areas 0.956 5%
Roof All roof areas 3.466 100%
Walkways and Hardstand All walking paths and 0.556 80%
general public areas
Table 3-4 MUSIC Catchment Areas
MUSIC Green Areas (ha) Car Park and Road (ha) Roof (ha) Walkways
Catchment and
Hardstand
(ha)
C1 0.192 0.573 0 0.017
C2 0.054 0.168 0 0.029
C3 0.113 0.222 0 0.014
C4 0.078 0.149 0 0.012
C5 0.100 0.193 0 0
F2 0.028 0 0 0.257
G1 0 0.087 0 0
G4a 0.310 0.223 0 0.228
G4b 0.035 0.154 0 0
H 0.045 0.275 0 0
I1 0 0 2.022 0
J1 0 0 1.444 0
For this scenario, stormwater quality treatment will be provided by multiple bio-retention basins located in
surface car parks, the southern area of the site and in the southern round-about. The drainage corridor
present in the OS7 corridor has also been utilized for its natural treatment properties. The common adopted
bio-retention parameters are listed in Table 3-5.
Table 3-5 Common Basin Details
Design Parameters Southern Basin and Carpark Basins
Roundabout
Filter Depth (m) 0.4 0.4
Extended Detention Depth (m) 0.3 0.2
Saturated hydraulic conductivity (mm/hr) 200 200
TN content of filter media (mg/kg) 400 400
Orthophosphate content of filter media (mg/kg) 50 50
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Table 3-6 Basin Areas
Treatment Device Area (m2)
Southern Basin (m2) 135
Roundabout (m2) 250
C1 Carpark Basins (m2) 320
C2 Carpark Basin (m2) 54
C3 Carpark Basins (m2) 54
C4 Carpark Basin (m2) 82
C5 Carpark Basins (m2) 61
Table 3-7 presents the results obtained from the MUSIC model.
Table 3-7 Full Site Treatment Basin MUSIC Model Results
Pollutant Proposed without Proposed with Reduction Target Reduction
treatment treatment Achieved (%)
(kg/yr) (kg/yr) (%)
Total Suspended Solids 15400 2310 85 80
Total Phosphorous 35.9 14.1 60.8 60
Total Nitrogen 299 153 48.7 45
Gross Pollutants 1970 46.8 97.6 90
With reference to Table 3-7, it can be concluded that the proposed treatment will be sufficient to satisfy the
water quality objectives applicable to the site. The locations of the treatment devices are shown on Figure 4.
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Section 16
Noosa Civic
Stormwater Management Plan
4 Response to Information Request
Noosa Shire Council requested additional information in their information request dated 12 February 2015
(ref MCU14/0106, OPW15/0001). A response to the items related to the stormwater management are
detailed below.
HYDROLOGY
Issue – Water Quality
The layout and quantum of bio-basins need to be confirmed via a refined MUSIC model that reflects
the site layout, rather than the broad simplified approach taken in the SWP.
Information Required
50 Revised MUSIC modelling to demonstrate the proposed stormwater quality objectives can
be achieved for the proposed development layout. In particular, the following needs to be
addressed:
(a) Catchment Set-up - The MUSIC model has used 1 catchment only whereas the
developed scenario will have several catchments draining to a least 4 different areas.
(b) Rainfall Set-up - The MUSIC model does not appear to have used the Cooroy
Composite Station
(c) 40059 for the model (i.e. 1973 -1983) as stated in the report and as per the guidelines.
The model should be revised to incorporate this station.
(d) Bioretention Basins: As the basins will be used for flood attenuation, the basins should
be checked to ensure velocities are kept below the Water By Design’s “WSUD Technical
Design Guidelines for SEQ” Velocities should be in the range of 0.5m/s for minor floods
(2-10yr ARI) & 2.0m/s for Major Floods (50-100yr ARI) + plus risk assessment of erosion
potential.
The MUSIC modelling has been updated to include additional detail in the catchment setup to reflect the
multiple outlet configuration. The rainfall data used in the assessment is consistent with the reporting and
guidelines. Details of the MUSIC modelling outputs are contained in Section 3.
No bio-retention basins are to be used for flood attenuation and therefore are not at risk of erosion from high
velocities resulting from flooding. The bio-basins in the car park do not have any direct inflows and are
ponding only, hence no adverse velocities are anticipated.
Issue – Water Quality
The submitted MUSIC model does not appear to consider the impacts of waters from catchments
F1, G1 and H on the overall stormwater quality.
Information Required
51 Demonstrate how waters from these catchments (F1, G1 and H) will be considered in the
MUSIC model and consistent with the proposed design.
Catchment F1, G1 and H will as part of this development be diverted around the bio-retention treatment
measures. The small amounts of additional roads and hardstand within catchments F1 and G1 will be
treated by the vegetated corridor for treatment in the corridor vegetation.
Catchment H will ultimately be developed and include its own treatment measures, thus ultimately changing
the way that the catchment will be drained. As currently proposed, the only developed portion of the
catchment will be runoff from roads. This runoff will be drained to the bio-basin proposed in the centre of the
roundabout. An interim diversion bund will direct the runoff from H past the proposed bio-basin.
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Issue – Treatment Devices
The total size of water quality treatment devices shown on plans is not clear. The design must allow
sufficient space within the development footprint for the active filter media area in bioretention
basins. The active filter media area does not incorporate batters, inlet scour protection and overflow
devices.
Information Required
52 Provide legible scaled plans that demonstrate adequate footprint is provided to facilitate the
required active filter media area within bioretention basins along with sufficient footprint for
other aspects of the water quality improvement devices, such as batters, inlet scour
protection, etc.
A copy of the concept plans are included in Appendix E.
Issue – Legal Point of Discharge
It is unclear how waters treated within proposed bioretention basins will drain to a legal point of
discharge or where this discharge point will be. There is concern that the underdrainage pipes will
be lower than the invert of the receiving drainage lines.
Information Required
53 Provide a preliminary drainage plan for flows into and out of water quality treatment devices.
Demonstrate outlets can all be contained within the site.
A copy of the concept plans are included in Appendix E.
Issue – Environmental Protection Act
The scale of the development in terms of roof and hardstand area exceeds that anticipated by
current Noosa Plan. In addition to ensuring developments achieve the Water Quality Reduction
targets under the State Development Assessment provisions, Council must ensure that any changes
inconsistent with the Noosa Plan are consistent with the objectives of the Environmental Protection
Act.
The Environmental Protection Act and subordinate legislation calls for Planning Schemes (or other
stormwater management documents) to ensure that water quality objectives in the receiving
environment can achieve ongoing compliance with the document titled “Environmental Protection
(Water) Policy 2009 Noosa River environmental values and water quality objectives Basin No. 140
(part), including Kin Kin Creek, Teewah coastal creeks, Lakes Cooroibah, Cootharaba, Doonella and
Weyba July 2010.”
The development is proposed within a catchment that is already heavily developed and the
ecological processes within the receiving waters are expected to have minimal buffering capacity to
withstand additional physiochemical changes.
eSource Catchment software is able to model the status of a catchment and predict the quality of
receiving waters.
Information Required
54 Please provide an eSource catchment model for the entire catchment that drains to the
receiving waters of Eenie Creek. The eSource Catchment Model must presume a fully
developed catchment consistent with the Noosa Plan together with the subject application.
The eSource catchment model must demonstrate that the development, including proposed
water quality mitigation devices, will not diminish the ability of Eenie Creek to achieve the
relevant water quality objectives required by the Environmental Protection (Water) Policy
2009 Noosa River environmental values and water quality objectives Basin No. 140 (part),
including Kin Kin Creek, Teewah coastal creeks, Lakes Cooroibah, Cootharaba, Doonella
and Weyba July 2010.
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Section 18
Noosa Civic Stormwater Management Plan This information request was discussed with Council (Pers Comm Cherie O’Sullivan 6 March 2015). Ms O'Sullivan indicated that the information request was based on the belief that the proposed scale of development exceeded that provided for in the Noosa Plan. On this basis, additional modelling was requested utilising eWater’s Source modelling tool. Ms O'Sullivan also indicated that Council is currently developing a Source model for the catchment in question, but that this model would not be completed for 6 months. A copy of the Shire Business Centre Map from the Noosa Plan, including the site, is shown below. QIC Noosa Civic Pty Ltd Version Final 11 May 2015 J13041R2_Final SWMP.docx Commercial in Confidence Page 13
Section 19
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The proposed development is predominantly located within E1 (which has a total area of 4.0ha). Noosa Plan
states that the maximum allowable plot ratio for E1 is 0.6. Therefore, the maximum GFA for E1 is 2.4ha. If
E1 was developed for a commercial use, it would require approximately 1200 car spaces for a GFA of 2.4ha.
These 1200 car spaces and their associated access roads would occupy a surface area of about 3.6ha.
Noosa Plan allows 2-3 storey buildings in area E1. Therefore, assuming that the first level is car parking and
the second and third levels are commercial space, a commercial development on E1 would equate to 1.2ha
of roofs and 2.4ha of car parking across the site. This results in green space on the site of 0.4ha.
A review of the current proposal indicates that within the same E1 area, there is 2.1ha of roof area and 1.5ha
of car parking and 0.4ha of open space. That is, there is the same amount of open space provided and
arguably a more environmentally friendly arrangement of roof/car park alignment.
As the parameters adopted in water quality modelling do not differ significantly between roofs and roads, the
proposed development is comparable with the development shown on the Shire Business Centre Map.
Consequently, we do not believe that Source modelling is required to address the underlying development
issue, relating to the area of roof and hardstand area raised by Council.
On a more fundamental basis, we do not think it is necessary to undertake catchment Source modelling for a
development application. The water quality reduction targets for the purpose of development assessment
are defined as part of the State Planning Policy, and the relevant watery quality reduction targets have been
shown to be achieved on site using MUSIC.
Issue – Water Quantity
The concept of the use of the car parks and bioretention basins is considered acceptable means for
providing flood attenuation but the quantum of detention may need to be larger than that allowed for.
Information Required
55 Amended WBNM model and proposal plans, and potentially a hydraulic plan, to demonstrate
the runoff from the development can achieve the required attenuation for the proposed
development layout. In particular, the following needs to be addressed:
(a) Catchment Set-up - The WBNM model has assumed an initial loss of 7.5mm, typically
15mm is more appropriate for existing conditions.
(b) Detention Basins:
(i) Peak flood levels in the car park exceeds the QUDM limit of 300mm for a major
flood, it’s noted in minor flood peak levels exceed this limit and is typically over
500mm;
(ii) Peak levels in the Bioretention exceeds the QUDM limit of 1.2m for a 20yr ARI flood,
this level should be reduced;
The flood modelling has been updated to include greater detail. The details of the modelling show that the
recommended loss factors have been adopted. It is noted that the initial loss parameter was modified from
the original reporting to meet Council’s request.
QIC Noosa Civic Pty Ltd Version Final 11 May 2015
J13041R2_Final SWMP.docx Commercial in Confidence Page 14
Section 20
Noosa Civic
Stormwater Management Plan
5 Conclusion
A Stormwater Management Plan has been prepared to support the Noosa Civic expansion. The key findings
of the investigation are detailed below.
Regional Flooding
The Regional flood and storm tide mapping indicates that the proposed development will be above
the regional flood events.
Stormwater Quantity
The proposed development is predicted to increase the peak stormwater discharges from the site.
Mitigation measures as shown in Figure 3 include:
- Utilising storage in the car parks to a maximum depth of 300mm. For the purposes of the
development application assessment, the levels were based on the preliminary engineering
levels.
- Reducing the capacity of the culverts under Hofmann Road to 4/1200x300 and raising the invert
level from 3.05mAHD to 3.35mAHD whilst maintaining a 225 RCP at the original invert level for
low flows; and
- Utilizing the fauna passage as a discharge point for events above a 5 year ARI.
Based on the analysis, the mitigation strategy is predicted to reduce the peak flows to existing
conditions therefore causing no adverse flooding external to the site.
Stormwater Quality
It will be necessary to treat runoff from the site to satisfy the water quality objectives defined by the
State Planning Policy (DSDIP, 2013) and Noosa Shire Council. The proposed mitigation measures
were found to satisfy the applicable water quality objectives.
Given the results obtained with respect to stormwater quality and quantity, it is considered that the site can
be developed from a stormwater management perspective without producing unacceptable impacts.
QIC Noosa Civic Pty Ltd Version Final 11 May 2015
J13041R2_Final SWMP.docx Commercial in Confidence Page 15
Section 21
Noosa Civic Stormwater Management Plan 6 Qualifications This report was prepared by Cardno for QIC Noosa Civic Pty Ltd and specifically to provide acceptable stormwater management strategies for the proposed extension of the Noosa Civic development. The analysis and overall approach was specifically catered for the particular requirements of QIC Noosa Civic Pty Ltd, and may not be applicable beyond this scope. For this reason any other third parties are not authorised to utilise this report without further input and advice from Cardno. The report is based on the following information provided by others: Aerial Laser Survey (ALS) (supplied by Department of Natural Resources & Mines, Qld); Ground survey (completed by Bennett and Francis Pty Ltd); Development layouts (completed by The Buchan Group); and Engineering plans (completed by Cardno). The accuracy of the report is dependent upon the accuracy of this information. Whilst this report accurately assesses catchment hydrologic and water quality performance, using industry standard theoretical modelling techniques and engineering practices, actual future observed catchment flows, levels and extent of inundation may vary from predicted. It is for this reason that flood freeboards are adopted. Pollutant assessments, provided in this report, have been based on published typical land use parameters and are therefore indicative only. QIC Noosa Civic Pty Ltd Version Final 11 May 2015 J13041R2_Final SWMP.docx Commercial in Confidence Page 16
Section 22
Noosa Civic FIGURES Figure 1 Site Location Figure 2 Existing WBNM Model Figure 3 Developed WBNM Model Figure 4 MUSIC Model Layout
Section 23
Noosa Civic Shopping Centre Development
Stormwater Management Plan
4/1200x600 [email protected] 3.05mAHD
Cardno All Rights Reserved 2015. Scale 1:3,000 (A3)
Copyright in the whole and every part of this drawing belongs to Cardno and may not be used,
sold, transferred, copied or reproduced in whole or in part in any manner or form or on any media,
to any person other than by agreement with Cardno. This document is produced by Cardno
solely for the benefit of and use by the client in accordance with the terms of the retainer. Cardno
FIGURE 1
Site Location
does not and shall not assume any responsibility or liability whatsoever to any third party arising
out of any use or reliance by third party on the content of this document.
Aerial imagery courtesy of Nearmap, 2014
QIC GLOBAL REAL ESTATE
Section 24
Noosa Civic Shopping Centre Development
Stormwater Management Plan
D
F1
F2
DU
M
K F2
1
F2
A1
F2
E
DU
F3
M
DU
2
M
1
F3
F3
A2
F3
DU
M
2
B
4/1200x600 [email protected] 3.05mAHD
C
Cardno All Rights Reserved 2015. Scale 1:3,000 (A3)
Copyright in the whole and every part of this drawing belongs to Cardno and may not be used,
sold, transferred, copied or reproduced in whole or in part in any manner or form or on any media,
to any person other than by agreement with Cardno. This document is produced by Cardno
solely for the benefit of and use by the client in accordance with the terms of the retainer. Cardno
FIGURE 2
Existing XP-SWMM Model
does not and shall not assume any responsibility or liability whatsoever to any third party arising
out of any use or reliance by third party on the content of this document.
Aerial imagery courtesy of Nearmap, 2014
QIC GLOBAL REAL ESTATE
Section 25
Noosa Civic Shopping Centre Development
Stormwater Management Plan
D
F1
F2
F2 DU
M
1
K
F2
E C1
G1
F2
DU
F3
M
DU
2
M
1
F3
I1 C2
F3 J1 C3
C4
F3
DU
M
2
C5
H
4/1200x300 [email protected] 3.35mAHD
DN225 [email protected] 3.05mAHD G4b
2400x1200 Fauna [email protected] 4.25mAHD
G4a
Cardno All Rights Reserved 2015. Scale 1:3,000 (A3)
Copyright in the whole and every part of this drawing belongs to Cardno and may not be used,
sold, transferred, copied or reproduced in whole or in part in any manner or form or on any media,
to any person other than by agreement with Cardno. This document is produced by Cardno
solely for the benefit of and use by the client in accordance with the terms of the retainer. Cardno
FIGURE 3
Developed XP-SWMM Model
does not and shall not assume any responsibility or liability whatsoever to any third party arising
out of any use or reliance by third party on the content of this document.
Aerial imagery courtesy of Nearmap, 2014
QIC GLOBAL REAL ESTATE
Section 26
Noosa Civic Shopping Centre Development
Stormwater Management Plan
D
F1
F2
K
G1
E C1
I1 C2
F3 J1 C3
C4
C5
H
G4b
G4a
Cardno All Rights Reserved 2015. Scale 1:3,000 (A3)
Copyright in the whole and every part of this drawing belongs to Cardno and may not be used,
sold, transferred, copied or reproduced in whole or in part in any manner or form or on any media,
to any person other than by agreement with Cardno. This document is produced by Cardno
solely for the benefit of and use by the client in accordance with the terms of the retainer. Cardno
FIGURE 4
MUSIC Model Layout
does not and shall not assume any responsibility or liability whatsoever to any third party arising
out of any use or reliance by third party on the content of this document.
Aerial imagery courtesy of Nearmap, 2014
QIC GLOBAL REAL ESTATE
Section 27
Noosa Civic REFERENCE DRAWINGS Cy Cardnao Shaping the Future
Section 28
1.1 SITE ADDRESS 28 EENIE CREEK ROAD, NOOSAVILLE RP DESCRIPTION LOT 3 on SP246584 PARISH of Tewantin COUNTY of March SITE AREA 31.73 HECTARES Emt M SP195396 LEGEND “ ommoo0ea oOo oooo gd LOT 3 SITE BOUNDARY —-=—= NOOSA CIVIC EXPANSION EXTENT REFER TO BARK DESIGN ARCHITECTS DOCUMENTATION PACKAGE INTRODUCED LANDSCAPE PREDOMINANTLY EXISTING FOREST/LANDSCAPING EXISTING BUILDINGS DA-TBG-AR-1000-000[A] | SITE PLAN noosacivic expansion ae! OVC "BUCHAN! 98 Eenie Creek Road, Noosaville QLD 4566 Real Estate
Section 29
= a = : ’ - Publ Bicycle Rack Emt M \ ff \ 3 GR | 7 Minj Major $P192396 \ } Carpark Shade Structures RL 8.500 Specality RL 8.500 : Specality CI Specality | | — | Ly on — Ty i < a — Loading [=== =e Service Area / 7 ~~ re = oe RL 7.300 Ys ee as \ : NG J me =a | Fa ° ’ . & KL A ae A \ a =~ me pe coe ‘ -~. ’ - \ ; ie + et - a = HITT TLLILL a SSS ‘s UIUU ULL LETTE] a \ SS DA-TBG-AR-1001-001 [Al | GROUND FLOOR PLAN noosacivic expansion Global yea) 31a PLONE THE 3 | | O|lC Bee BUCHAN: 28 Eenie Creek Road, Noosaville QLD 4566 Real Estate
Section 30
_— = —— eS SSS = —™~ — Mea = Say Ts i— Existing Service. (reconfigured) DA-TBG-AR-1001-002[A] | GROUND FLOOR PLAN SP ce fo) i. oc ra ao = ra (S) ira an) OIC Global Real Estate pansion 28 Eenie Creek Road, Noosaville QLD 4566 nOOSACIVIC EX
Section 31
»
EmtV pd
-$P182880 / {os , -
AO. “OBS y cs V7 . - ]
Emt M
$P192396
tring
undercroft
°
Supermarket T Store
|
a
n (4
\
DA-TBG-AR-1002-000[A] | UNDERCROFT FLOOR PLAN
noosacivic expansion ae! OVC "BUCHAN!
98 Eenie Creek Road, Noosaville QLD 4566 Real Estate
Section 32
Emt M
SP192396
———
=
—
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er
== vy
a) a
SN a
=
DA-TBG-AR- 1003. “O00{Al | ROOF PLAN
noosacivic expansion ae! OVC "BUCHAN!
98 Eenie Creek Road, Noosaville QLD 4566 Real Estate
Section 33
Noosa Civic APPENDIX Regional Flood Mapping cy Cardna Shaping the Future
Section 34
NOOSA
T.
SD N . S
NORTH
i ve
r I
!
MM
SHORE R
R
.A No osa
RIVER FLOOD INFORMATION MAP 10-D34 - September 2012
VN
.
Cr
an
A ROAD
HOW TO USE THIS MAP ks k HI E
N O O S A PA R A D E
ee
LT O AC
Cr N TE T ER
R
(1) Identify locations important to RRA CE
ERRA C E GY
MP
IE
M PI E T
W E YB
you such as home, work, and Doonella GY
Noosa Home
GO O D
where your children go to school. Lake
Path: B:\Workflow\Projects\M3633_SCRC_Disaster_Management\R4815_Evacuation_Planning_Analysis\V20110809\Maps\Final Draft MXD's 23 Aug 2012\SCRC_Riverine_Flood_Hazard_Street-Level_PUBLIC_A4L_DDPAtlas_draft_20120828_1613_KelvinM.mxd - Printed on: 28/08/2012, Created by: at005, Date Created: Tuesday, 28 August 2012
NOOSA
(2) If any of these places are in LEISURE Maker Centre
CHA
R O AD
one of the coloured zones, you T E WA N T I N CENTRE G I B S O NNoosa
R O A D Village
P S
may be at risk from river
TR
EE
SA
flooding.
T
Noosa
I N OO
(3) Discuss and develop an
Waters W E Y B A RO A
emergency plan for you and your Canals D
family, and identify potential NOOSA AUSTRALIAN
ND
evacuation routes and high FOOTBALL CLUB
MU
R EE T
ground in your neighbourhood in
EU
R E E F ST
case roads are closed.
LUTHERN
(4) During an event, stay tuned OVALS
to local radio, council's website, N O O S AV I L L E
PARK
W
A
R.
L
S.
facebook and twitter sites for EE
D TE NIE
R CRE
updates and evacuation advice. I
R E
E K ROA
D
V
HA
BC KM N
. R OA
E E N IE C R
Y
D
This area w ill flood first. E UM N D. N O O S A R O A D EE
K R
Wey ba Creek
In a major flood, waters OAD
will be deepest here. E
IV
R H AY D R
This area w ill flood after
the red zone in a
moderate flood. Noosa
This area w ill flood after Civic NOOSA
LTE
the orange zone in a HEADS
major flood.
A
ie C
W
en
r ee
This area m ay flood in E k
an extreme flood event
but water will be Lake
shallow er than other Weyba
zones. Disclaimer
This map has been produced in response to the recom mendations of the Qld Floods Commission of Inquiry to prom ote While every care is taken to ensure the accuracy of this product, neither the Sunshine Coast Council nor the
awareness of potential flood prone areas. The inform ation is of a general nature and is not intended to replace the State of Q ueensland m akes any representations or warranties about its accuracy, liability, completeness or
need for site specific enquiry of Council records or to be a substitute for more formal flooding investigation required in
0 125 250 500 suitability for any particular purpose and disclaim s all responsibility and all liability (including without lim itation,
any developm ent approval or perm it process. The information presented on this map is either model based,
liability in negligence) for losses, damages (including indirect or consequential damage) and costs that may
Major Roads Metres
derived from historic flood data, or estim ated using the best judgem ent of a professional hydrologist. The m ap
is not accurate to the scale of a specific property and for som e areas flood information is not available. occur as a result of the product being inaccurate or incomplete in any way or for any reason.
Section 35
T.
SD N . S
DO NLL
. STR E
ET NOOSA
NORTH
I
!
M
M
R
. A
S T O R M T ID E IN F O R M AT IO N M A P 1 0 -D 3 4 - S e p te m b e r 2 0 1 2
w w w. noosa.qld.gov.au VN SHORE
.
H O W T O U S E T H IS M A P Cr k N o osa River RA
CE
N O O S A PA R A D E
an ee R
D
HI TE
ks C
A ROA
IE
r
LT O N MP
GY
(1) Identify locations im portant to TERRA
CE
you such as hom e, w ork, and
WEYB
G YM PIE TE R R AC
E
Noosa Hom e
GOODC
w here your childre n g o to school.
NOO SA
Pa th : B: \W o rk flo w \P roje c ts \M 3 63 3_ S C RC _D isa s te r_M a n ag em e nt \R 48 15 _ E v ac u at io n_ P lan nin g_ A na ly s is \V 2 0 11 0 80 9\ M ap s \F ina l D raft M X D's 2 3 A ug 2 01 2 \S CR C _S to rm T id e _F lo od _H a z ard _S t ree t-L ev e l_ P UB L IC _A 4 L _D DPA t la s _d ra ft_ 20 1 20 82 8 _1 60 4 _K e lv in M .m x d - P rin te d on : 29 /0 8/ 20 12 , Cre at ed b y : a t0 05 , Da te C rea te d: W ed n es d ay, 2 9 A ug u s t 2 01 2
(2) If any of these places are in LEISU RE Maker C entre
R OAD
T E W A N T IN
HAP
one of the coloured zone s, you CENTRE G IB S Noosa Village
ON R
m ay be at risk from storm tide
S TR
OAD
flooding.
EE
Doonella
N O OS A
T
(3) D iscuss and develop an Lake
WE
em ergency plan for you and your YBA ROAD
fam ily, and identify potential NOO SA AU STRALIA N
I
ND
evacuatio n routes and h igh Noosa FO OTBALL CLU B
T R EE T
MU
ground in your neighbourhood in Waters
EU
Canals
case ro ads a re closed.
REEF S
LUTHERN
(4) D uring an event, stay tuned OVALS
to local radio, council's w ebsite, PAR K
R.
S.
facebook and tw itter sites for
updates and evacuation ad vice.
T h is a re a w ill flo o d w h e n B CK MN
. ROA
D E ENIE C
th e B u re a u o f M e te o ro lo g y RE
EK
ROAD
(B O M ) p re d icts a sto rm tid e
o f 1 m e tre a b o v e H AT.* VE
I
R H AY D R
T h is a re a w ill flo o d a fte r
th e re d zo n e w h e n th e N O O S AV IL L E
NOOSA
W ey
B u re a u o f M e te o ro lo g y Noosa
(B O M ) p re d icts a sto rm tid e Civic HEADS
ba
LTE
o f 1 -2 m e tre s a b o ve H AT.
C re
ek
T h is a re a w ill flo o d a fte r
A
en ie
W
E
th e o ra n g e z o n e w h e n th e Cr e
ek
B u re a u o f M e te o ro lo g y Lake
We yba
(B O M ) p re d icts a sto rm tid e
o f 2 -3 m e tre s a b o ve H AT.
Disclaim er
M a jo r R o a d s T h is m a p h a s b e e n p ro d u ce d in re sp o n s e to th e re c o m m e n d a tio n s o f th e Q ld F lo o d s C o m m iss io n o f In q u iry to p ro m o te
a w a re n e ss o f p o te n tia l flo o d p ro n e a re a s . T h e in fo rm a tio n is o f a g e n e ra l n a tu re a n d is n o t in te n d e d to re p la ce th e
W h ile e v e ry ca re is ta ke n to e n su re th e a cc u ra cy o f th is p ro d u ct, n e ith e r th e S u n sh in e C o a st C o u n cil n o r th e
S ta te o f Q u e e n s la n d m a k e s a n y re p re se n ta tio n s o r w a rra n tie s a b o u t its a c cu ra cy , lia b ility , co m p le te n e ss o r
n e e d fo r s ite s p e c ific e n q u iry o f C o u n cil re co rd s o r to b e a s u b stitu te fo r m o re fo rm a l flo o d in g in ve stig a tio n re q u ire d in su ita b ility fo r a n y p a rticu la r p u rp o se a n d d is cla im s a ll re s p o n sib ility a n d a ll lia b ility (in clu d in g w ith o u t lim ita tio n ,
0 12 5 25 0 50 0 a n y d e v e lo p m e n t a p p ro v a l o r p e rm it p ro c e s s. T h e in fo rm a tio n p re se n te d o n th is m a p is e ith e r m o d e l b a se d ,
* HAT- H ig h est A stro no m ica l Tide M e tre s
d e riv e d fro m h isto ric flo o d d a ta , o r e s tim a te d u sin g th e b e s t ju d g e m e n t o f a p ro fe s sio n a l h yd ro lo g is t. T h e m a p
is n o t a cc u ra te to th e sca le o f a sp e cific p ro p e rty a n d fo r so m e a re a s flo o d in fo rm a tio n is n o t a v a ila b le .
lia b ility in n e g lig e n c e ) fo r lo ss e s , d a m a g e s (in clu d in g in d ire ct o r c o n s e q u e n tia l d a m a g e ) a n d c o s ts th a t m a y
o c cu r a s a re s u lt o f th e p ro d u c t b e in g in a ccu ra te o r in co m p le te in a n y w a y o r fo r a n y re a s o n .
le ve ls a re sim ilar to K in g Tid e le ve ls.
Section 36
Noosa Civic APPENDIX Rational Method Calculation cy Cardna Shaping the Future
Section 37
Cardno
Project Title: Noosa Civic
Subject: Rational Method Hydrology Calculations - Catchment B Job No.: J13041
Designer: B.C Check: Date: 17/4/2015 Page: 1 1
Rain Fall Data Used:
Location: NOOSA, BOM
AR&R Vol 2 1987 Parameters Time (hrs) i 2 (mm/hr) i 50 (mm/hr)
Skewness 0.10 1 51.60 96.00
F2 4.40 12 10.20 24.50
F50 17.60 72 3.40 8.90
Column and Variable Definition
Variable ARI (years)
1 2 5 10 20 50 100
fy 0.80 0.85 0.95 1.00 1.05 1.15 1.20
Catchment Data for Existing Catchment Conditions
Variable Value Unit
Area 3.61 ha
fi 0.056 Fraction
C10 0.711 Fraction
Catchment Discharges for Existing Catchment Conditions
Adopted Time: 50 Minutes (or 0.83 hours)
Variable ARI (Years)
1 2 5 10 20 50 100
fy 0.80 0.85 0.95 1.00 1.05 1.15 1.20
Intensity 44.3 56.8 71.7 80.5 92.3 107.9 119.9
Discharge 0.25 0.34 0.49 0.57 0.69 0.88 1.03
Calculation Type: QUDM Type 1 (B)
Version: EX.970907
Part 1 of 1
Section 38
Cardno
Project Title: Noosa Civic
Subject: Rational Method Hydrology Calculations - Catchment C Job No.: J13041
Designer: B.C Check: Date: 17/4/2015 Page: 1 1
Rain Fall Data Used:
Location: NOOSA, BOM
AR&R Vol 2 1987 Parameters Time (hrs) i2 (mm/hr) i50 (mm/hr)
Skewness 0.10 1 51.60 96.00
F2 4.40 12 10.20 24.50
F50 17.60 72 3.40 8.90
Column and Variable Definition
Variable ARI (years)
1 2 5 10 20 50 100
fy 0.80 0.85 0.95 1.00 1.05 1.15 1.20
Catchment Data for Existing Catchment Conditions
Variable Value Unit
Area 2.57 ha
fi 0.263 Fraction
C10 0.753 Fraction
Catchment Discharges for Existing Catchment Conditions
Adopted Time: 35 Minutes (or 0.58 hours)
Variable ARI (Years)
1 2 5 10 20 50 100
fy 0.80 0.85 0.95 1.00 1.05 1.15 1.20
Intensity 53.9 68.9 86.8 97.2 111.3 129.9 144.1
Discharge 0.23 0.31 0.44 0.52 0.63 0.80 0.93
Calculation Type: QUDM Type 1 (C)
Version: EX.970907
Part 1 of 1
Section 39
APPENDIX XP-SWMM Results cy Cardna Shaping the Future
Section 40
NOOSA CIVIC
Flow Comparison
ARI Node H vs Node C
(Years) Existing Case EX04 Unmitigated Case DE10 Mitigated Case DE14 Impact Impact Impact Impact
Flow (m3/s) Critical Flow (m3/s) Critical Flow (m3/s) Critical (Existing v (Existing v (Existing v (Existing v
Duration Duration Duration Unmitigated) Unmitigated) Mitigated) Mitigated)
(min) (min) (min) (m3/s) (%) (m3/s) (%)
2 0.3 60 min 0.5 25 min 0.5 25 min 0.2 53% 0.2 53%
5 0.5 25 min 0.8 60 min 0.8 60 min 0.3 57% 0.3 57%
10 0.6 60 min 0.9 90 min 0.9 90 min 0.3 62% 0.3 62%
20 0.7 60 min 1.1 90 min 1.1 90 min 0.4 65% 0.4 65%
50 0.8 60 min 1.3 60 min 1.3 60 min 0.5 66% 0.5 66%
100 0.9 60 min 1.5 90 min 1.5 90 min 0.6 66% 0.6 66%
Flow Comparison
ARI Node G4b vs B
(Years) Existing Case EX04 Unmitigated Case DE10 Mitigated Case DE14 Impact Impact Impact Impact
Flow (m3/s) Critical Flow (m3/s) Critical Flow (m3/s) Critical (Existing v (Existing v (Existing v (Existing v
Duration Duration Duration Unmitigated) Unmitigated) Mitigated) Mitigated)
(min) (min) (min) (m3/s) (%) (m3/s) (%)
2 0.3 120min 0.0 60 min 0.0 60 min -0.3 -86% -0.3 -86%
5 0.5 120 min 0.1 60 min 0.1 60 min -0.4 -86% -0.4 -86%
10 0.6 90 min 0.1 60 min 0.1 60 min -0.5 -87% -0.5 -87%
20 0.7 90 min 0.1 25 min 0.1 25 min -0.6 -87% -0.6 -87%
50 0.9 90 min 0.1 60 min 0.1 60 min -0.8 -88% -0.8 -88%
100 1.0 90 min 0.1 60 min 0.1 60 min -0.9 -88% -0.9 -88%
Flow Comparison
ARI Nodes G4b & H vs B & C
(Years) Existing Case EX04 Unmitigated Case DE10 Mitigated Case DE14 Impact Impact Impact Impact
Flow (m3/s) Critical Flow (m3/s) Critical Flow (m3/s) Critical (Existing v (Existing v (Existing v (Existing v
Duration Duration Duration Unmitigated) Unmitigated) Mitigated) Mitigated)
(min) (min) (min) (m3/s) (%) (m3/s) (%)
2 0.7 - 0.6 - 0.6 - -0.1 -13% -0.1 -13%
5 1.0 - 0.8 - 0.8 - -0.1 -15% -0.1 -15%
10 1.2 - 1.0 - 1.0 - -0.2 -15% -0.2 -15%
20 1.4 - 1.2 - 1.2 - -0.2 -14% -0.2 -14%
50 1.7 - 1.4 - 1.4 - -0.3 -17% -0.3 -17%
100 1.9 - 1.6 - 1.6 - -0.3 -17% -0.3 -17%
Flow Comparison
ARI Node Culvert
(Years) Existing Case EX04 Unmitigated Case DE10 Mitigated Case DE14 Impact Impact Impact Impact
Flow (m3/s) Critical Flow (m3/s) Critical Flow (m3/s) Critical (Existing v (Existing v (Existing v (Existing v
Duration Duration Duration Unmitigated) Unmitigated) Mitigated) Mitigated)
(min) (min) (min) (m3/s) (%) (m3/s) (%)
2 3.0 25 min 4.5 25 min 3.1 25 min 1.5 49% 0.1 3%
5 3.9 25 min 6.2 25 min 3.5 25 min 2.3 60% -0.4 -10%
10 4.4 25 min 7.0 25 min 4.0 60 min 2.6 58% -0.4 -10%
20 5.1 25 min 8.0 25 min 4.8 60 min 2.8 55% -0.3 -7%
50 5.5 60 min 8.5 60 min 5.8 60 min 3.0 55% 0.3 5%
100 6.3 60 min 9.3 60 min 6.5 60 min 3.0 48% 0.2 3%
Flow Comparison
ARI Node SINK
(Years) Existing Case EX04 Unmitigated Case DE10 Mitigated Case DE14 Impact Impact Impact Impact
Flow (m3/s) Critical Flow (m3/s) Critical Flow (m3/s) Critical (Existing v (Existing v (Existing v (Existing v
Duration Duration Duration Unmitigated) Unmitigated) Mitigated) Mitigated)
(min) (min) (min) (m3/s) (%) (m3/s) (%)
2 3.7 - 5.0 - 3.7 - 1.4 38% 0.0 0%
5 4.9 - 7.0 - 4.3 - 2.2 45% -0.5 -11%
10 5.6 - 8.0 - 5.0 - 2.4 43% -0.6 -11%
20 6.5 - 9.2 - 6.0 - 2.6 40% -0.5 -8%
50 7.2 - 9.9 - 7.2 - 2.7 38% 0.0 0%
100 8.2 - 10.9 - 8.1 - 2.7 33% -0.1 -1%
O:\J13041\XPSTORM\Results\Results.E04.DE08.DE14.xls\WBNM.Compare.Mit
30/04/2015,3:40 PM
Section 41
NOOSA CIVIC
Flow Comparison
ARI Node H vs Node C
(Years) Existing Case EX04 Unmitigated Case DE10 Mitigated Case DE17 Impact Impact Impact Impact
Flow (m3/s) Critical Flow (m3/s) Critical Flow (m3/s) Critical (Existing v (Existing v (Existing v (Existing v
Duration Duration Duration Unmitigated) Unmitigated) Mitigated) Mitigated)
(min) (min) (min) (m3/s) (%) (m3/s) (%)
2 0.3 60 min 0.5 25 min 0.5 25 min 0.2 67% 0.2 67%
5 0.5 25 min 0.8 60 min 0.8 60 min 0.3 60% 0.3 60%
10 0.6 60 min 0.9 90 min 0.9 90 min 0.3 50% 0.3 50%
20 0.7 60 min 1.1 90 min 1.1 90 min 0.4 57% 0.4 57%
50 0.8 60 min 1.3 60 min 1.3 60 min 0.5 63% 0.5 63%
100 0.9 60 min 1.5 90 min 1.5 60 min 0.6 67% 0.6 67%
Flow Comparison
ARI Node G4b vs B
(Years) Existing Case EX04 Unmitigated Case DE10 Mitigated Case DE17 Impact Impact Impact Impact
Flow (m3/s) Critical Flow (m3/s) Critical Flow (m3/s) Critical (Existing v (Existing v (Existing v (Existing v
Duration Duration Duration Unmitigated) Unmitigated) Mitigated) Mitigated)
(min) (min) (min) (m3/s) (%) (m3/s) (%)
2 0.3 120min 0.0 60 min 0.0 60 min -0.3 -100% -0.3 -100%
5 0.5 120 min 0.1 60 min 0.1 60 min -0.4 -80% -0.4 -80%
10 0.6 90 min 0.1 60 min 0.1 60 min -0.5 -83% -0.5 -83%
20 0.7 90 min 0.1 25 min 0.1 25 min -0.6 -86% -0.6 -86%
50 0.9 90 min 0.1 60 min 0.1 60 min -0.8 -89% -0.8 -89%
100 1.0 90 min 0.1 60 min 0.1 60 min -0.9 -90% -0.9 -90%
Flow Comparison
ARI Nodes G4b & H vs B & C
(Years) Existing Case EX04 Unmitigated Case DE10 Mitigated Case DE17 Impact Impact Impact Impact
Flow (m3/s) Critical Flow (m3/s) Critical Flow (m3/s) Critical (Existing v (Existing v (Existing v (Existing v
Duration Duration Duration Unmitigated) Unmitigated) Mitigated) Mitigated)
(min) (min) (min) (m3/s) (%) (m3/s) (%)
2 0.7 - 0.6 - 0.6 - -0.1 -14% -0.1 -14%
5 1.0 - 0.8 - 0.8 - -0.2 -20% -0.2 -20%
10 1.2 - 1.0 - 1.0 - -0.2 -17% -0.2 -17%
20 1.4 - 1.2 - 1.2 - -0.2 -14% -0.2 -14%
50 1.7 - 1.4 - 1.4 - -0.3 -18% -0.3 -18%
100 1.9 - 1.6 - 1.6 - -0.3 -16% -0.3 -16%
Flow Comparison
ARI Node Culvert
(Years) Existing Case EX04 Unmitigated Case DE10 Mitigated Case DE17 Impact Impact Impact Impact
Flow (m3/s) Critical Flow (m3/s) Critical Flow (m3/s) Critical (Existing v (Existing v (Existing v (Existing v
Duration Duration Duration Unmitigated) Unmitigated) Mitigated) Mitigated)
(min) (min) (min) (m3/s) (%) (m3/s) (%)
2 3.0 25 min 4.5 25 min 3.1 60 min 1.5 50% 0.1 3%
5 3.9 25 min 6.2 25 min 3.7 60 min 2.3 59% -0.2 -5%
10 4.4 25 min 7.0 25 min 4.0 60 min 2.6 59% -0.4 -9%
20 5.1 25 min 8.0 25 min 4.8 60 min 2.9 57% -0.3 -6%
50 5.5 60 min 8.5 60 min 5.6 60 min 3.0 55% 0.1 2%
100 6.3 60 min 9.3 60 min 6.4 60 min 3.0 48% 0.1 2%
Flow Comparison
ARI Node SINK
(Years) Existing Case EX04 Unmitigated Case DE10 Mitigated Case DE17 Impact Impact Impact Impact
Flow (m3/s) Critical Flow (m3/s) Critical Flow (m3/s) Critical (Existing v (Existing v (Existing v (Existing v
Duration Duration Duration Unmitigated) Unmitigated) Mitigated) Mitigated)
(min) (min) (min) (m3/s) (%) (m3/s) (%)
2 3.7 - 5.1 - 3.7 - 1.4 38% 0.0 0%
5 4.9 - 7.0 - 4.5 - 2.1 43% -0.4 -8%
10 5.6 - 8.0 - 5.0 - 2.4 43% -0.6 -11%
20 6.5 - 9.2 - 6.0 - 2.7 42% -0.5 -8%
50 7.2 - 9.9 - 7.0 - 2.7 38% -0.2 -3%
100 8.2 - 10.9 - 8.0 - 2.7 33% -0.2 -2%
O:\J13041\XPSTORM\Results\Results.E04.DE08.DE17.xls\WBNM.Compare.Mit
8/05/2015,12:29 PM
Section 42
APPENDIX D MUSIC Model Schematic cy Cardna Shaping the Future
Section 43
an C2 Carpark_anc
Vis Ky Ss
G1 Carpark_and_Road F2 Walkways_and_Hardstand F2 Green_Areas A P,, >
——a a)
r my tf C2 Walkways_and_
—)
C2 Median Strips
aa
a a
C3 Carpark_and_Road is
C2 Green_Ai
Wy
ey SD
0} C3 Walkways_and_Hardstand
G4b Green_Areas C3 Median ‘io ~~
Receiving Node
34b Carpark_and_Road G4b Buffer 1 as . C4 Carpark_anc
C4 Median Strips
©
C4 Walkways_and_
©}
| C5 Carpark_and_Road
C5 Median Strips as
©
C5 Green_Areas
i
H Carpark_and_Road H Green_Areas
G4a Carpark_and_ Road G4aGreen_Areas 4a Walkways_and_Hardstand
Section 44
Noosa Civic APPENDIX Bio-Retention Concept Plans cy Cardna Shaping the Future
Section 45
DATE PLOTTED: 16 April 2015 11:55 AM BY : ADAM HAZELGROVE
LANDSCAPED
1000 LENGTH VARIES 1000
REFER TO TABLE
0.300 BASIN WIDTH 0.300 C.I. CAP AND 350x350x150 CONCRETE FIELD INLET
VARIES SURROUND. CAP TO HAVE LOCKING TYPE 1 GRATE
PROVISION TO PREVENT UNAUTHORISED
KERB TYPE M6 KERB TYPE M6 ACCESS AS PER BCC STD DWG UMS-153
0.150
1(V H)
):2(
H) ):2(
E.D.L. 1(V
1 IN 2.
200
2. 1 IN S.L.
FILTER
600 U.N.O.
SAND
0.400
FILTER
SAND
DRAINAGE
GRAVEL
LAYER
LAYER
STORMWATER
0.300
300
GEOTEXTILE
CLASS B FALLING TO FIELD INLET AT
0.5% GRADE PIPES FALLING TO FIELD INLET GEOTEXTILE
AT 0.5% GRADE CLASS B
TYPICAL BIO SWALE PROFILE TYPICAL BIO-FILTER LONGSECTION
SCALE A1 - 1 : 20 SCALE A1 - 1 : 20
A3 - 1 : 40 A3 - 1 : 40
FILTER MATERIAL GRADING:
E/OH
///
///
FILTER MATERIAL TO HAVE HYDRAULIC CONDUCTIVITY OF 200mm/hr
UNDER DRAINAGE MATERIAL IS TO HAVE A MINIMUM HYDRAULIC CONDUCTIVITY
OF 5000mm/hr. THE GRADING OF THE DRAINAGE GRAVEL SHALL COMPLY WITH
NORTH
///
THE FOLLOWING CRITERIA:-
/// ///
D50 85 (FILTER MEDIA)
D15 (DRAINAGE LAYER) = 5 TO 20xD15 (FILTER MEDIA)
///
D50 (DRAINAGE LAYER) < 25xD50 (FILTER MEDIA)
D60 (DRAINAGE LAYER) < 20xD10 (DRAINAGE LAYER)
FILTER MEDIA PARTICLE SIZE DISTRIBUTION:
BIO
FILTE
RETE
NTION
R AREA
= 92m
CLAY & SILT <3% (<0.05mm)
BIO
RETEN
VERY FINE SAND 5-30% (0.05-0.15mm)
FINE SAND 10-30% (0.15-0.25mm)
FILTE
R AREATION
= 104m
E/OH
BIO
FILTE
RETEN
R AREA
TION
= 124m
MEDIUM TO COARSE SAND 40-60% (0.25-1.0mm)
COARSE SAND 7-10% (1.0-2.0mm)
FINE GRAVEL <3% (2.0-3.4mm)
SHEET CI-C12 FILTER MEDIA CRITERIA:
FILTER MEDIA THAT DOES NOT MEET THE FOLLOWING SPECIFICATIONS WILL BE
= 54m
ON
BIO RETENTI
AREA
FILTER
REJECTED:
E/OH
= 54m
ON
BIO RETENTI
AREA
FILTER
ORGANIC MATTER CONTENT - LESS THAN 5% (W/W). AN ORGANIC
///
CONTENT HIGHER THAN 5% IS LIKELY TO RESULT IN LEACHING OF
NUTRIENTS.
pH - AS SPECIFIED FOR 'NATURAL SOILS AND SOIL BLENDS' 5.5 - 7.5 (pH 1:5
///
SHEET CI-C13
ION
m
=82
ENT
A
ARE
TER RET
BIO
FIL
SHEET CI-C15 IN WATER)
ION
m
=61
ENT
A
RET
ARE
BIO
TER
FIL
E/OH
ELECTRICAL CONDUCTIVITY (EC) - AS SPECIFIED FOR 'NATURAL SOLID AND
///
SOIL BLENDS' <1.2 ds/m.
PHOSPHORUS - <100 mg/kg.
///
BIO RETENTION
FILTER AREA = 37m
PROPOSED
BUILDING
SHEET CI-C14
BIO-RETENTION NOTES:
///
BIO RETENTION
FILTER AREA = 21m
B.R.1. ALL OTHER DETAILS FOR BIO RETENTION DEVICES TO BE IN
E/OH
ACCORDANCE WITH IPWEAQ STD. DWG's WSUD-001 TO WSUD-008.
///
B.R.2. BIO-FILTER TO BE DENSELY VEGETATED TO A HEIGHT OF 250mm.
B.R.3. PLANT SPECIES TO BE IN ACCORDANCE WITH LANDSCAPE ARCHITECT'S
DRAWINGS AND HEALTHY WATERWAYS WSUD TECHNICAL DESIGN
GUIDELINES.
CAD File: P:\j13041 noosa civic\Design\ACAD\Concept\J13041-CI-C11-C15 BIO BASIN LAYOUT PLAN.dwg
///
B.R.4. TO ALLOW FOR FUTURE MAINTENANCE, PIPES IN THE GRAVEL LAYER TO
///
BE PUSH FIT JOINTED ONLY (NOT GLUED)
B.R.5. 100 DIA. uPVC PIPES ARE TO HAVE 150mm x 3mm LONGITUDINAL SLOTS
///
AT 350mm CENTRES AT 4 EQUAL SPACINGS AROUND THE
CIRCUMFERENCE.
B.R.6. ALL LEVELS NOTED ON BIO-FILTERS REFER TO FINISHED SAND LEVEL.
E/OH
XREF's: X-J13041-CONCEPT; X-J13041-SURVEY; J13041 concept stormwater
B.R.7. ALL BIO-FILTERS ARE TO HAVE SIGNAGE TO EDUCATE RESIDENTS OF
THE FUNCTION OF THE BIORETENTION BASINS. REFER TO LANDSCAPE
KEY PLAN ARCHITECTS DRAWINGS FOR DETAILS.
SCALE A1 - 1 : 2000
A3 - 1 : 4000 0.25 0 0.25 0.5 0.75 1.0 1.25m 20 0 20 40 60 80 100m
Scale 1:25 Scale 1:2000
Drawn Date Client
CHECK PRINT ONLY N.J.W. . QIC NOOSA CIVIC PTY LTD
R E SS Cardno Limited All Rights Reserved.
PRELIMINARY FINAL INITIAL DATE INITIAL DATE
Checked
P.M.
Date Project
. NOOSA CIVIC EXPANSION Status
PRELIMINARY
R O G This document is produced by Cardno Limited solely for the
Designed Date NOOSAVILLE
N P benefit of and use by the client in accordance with the MARKUP NOT TO BE USED FOR CONSTRUCTION PURPOSES
ON I
N.J.W. .
CONCEPT
V I S I assume any responsibility or liability whatsoever to any third BACKDRAFTED / CORRECTED
Cardno (Qld) Pty Ltd | ABN 57 051 074 992
Verified
P.M.
Date
. Title
DATUM
A.H.D.
Orig. Date
NOV 2014
Section 46
Scale
AS SHOWN
Size
A1
RE party arising out of any use or reliance by third party on the
content of this document.
CONFIRMED Level 1, 9 Maud Street
Maroochydore, QLD 4558
Approved RPEQ NO
.
Drawing Number Revision
1
.
Tel: 07 5443 2555 Fax: 07 5443 5642
Rev. Date Description Des. Verif. Appd. SELF CHECK Web: www.cardno.com.au SIG APPROVED
DATE
. BIO BASIN DETAILS J13041-CI-C11 1
Section 47
DATE PLOTTED: 16 April 2015 11:56 AM BY : ADAM HAZELGROVE
NOR
TH
BIO RETENTION
FILTER AREA = 92m
LEGEND:
STORMWATER PIPE AND MANHOLE/PIT
3.50 FINISHED CONTOURS
SAND FILTER MEDIA EXTENTS
PIPE WITH C.I. CAP SUBSOIL CLEAN OUT POINT
8.20
8.2
0
8.20
BIO RETENTION
FILTER AREA = 104m
8.20
8.20
8.20
8.20
8.20
0
8.2
8.20
8.40
BIO RETENTION
8.60
FILTER AREA = 124m
CAD File: P:\j13041 noosa civic\Design\ACAD\Concept\J13041-CI-C11-C15 BIO BASIN LAYOUT PLAN.dwg
XREF's: X-J13041-CONCEPT; X-J13041-SURVEY; J13041 concept stormwater
8.20
PLAN 1 0 1 2 3 4 5m
SCALE A1 - 1 : 100
A3 - 1 : 200 Scale 1:100
Drawn Date Client
CHECK PRINT ONLY N.J.W. . QIC NOOSA CIVIC PTY LTD
R E SS Cardno Limited All Rights Reserved.
PRELIMINARY FINAL INITIAL DATE INITIAL DATE
Checked
P.M.
Date Project
. NOOSA CIVIC EXPANSION Status
PRELIMINARY
R O G This document is produced by Cardno Limited solely for the
Designed Date NOOSAVILLE
N P benefit of and use by the client in accordance with the MARKUP NOT TO BE USED FOR CONSTRUCTION PURPOSES
ON I
N.J.W. .
CONCEPT
V I S I assume any responsibility or liability whatsoever to any third BACKDRAFTED / CORRECTED
Cardno (Qld) Pty Ltd | ABN 57 051 074 992
Verified
P.M.
Date
. Title
DATUM
A.H.D.
Orig. Date
NOV 2014
Scale
AS SHOWN
Size
A1
RE party arising out of any use or reliance by third party on the
content of this document.
CONFIRMED Level 1, 9 Maud Street
Maroochydore, QLD 4558
Approved RPEQ NO
.
Drawing Number Revision
1
.
Tel: 07 5443 2555 Fax: 07 5443 5642
Rev. Date Description Des. Verif. Appd. SELF CHECK Web: www.cardno.com.au SIG APPROVED
DATE
. CI-C11 BIO BASIN LAYOUT PLAN - SHEET 1 J13041-CI-C12 1
Section 48
DATE PLOTTED: 16 April 2015 11:57 AM BY : ADAM HAZELGROVE
H
NORT
8.20
8.20
BIO RETENTION
FILTER AREA = 54m
8.20
8.40
BIO RETENTION
FILTER AREA = 54m
8.40
8.40
STORMWATER
LEGEND:
STORMWATER PIPE AND MANHOLE/PIT
CAD File: P:\j13041 noosa civic\Design\ACAD\Concept\J13041-CI-C11-C15 BIO BASIN LAYOUT PLAN.dwg
8.60
3.50 FINISHED CONTOURS
SAND FILTER MEDIA EXTENTS
PIPE WITH C.I. CAP SUBSOIL CLEAN OUT POINT
XREF's: X-J13041-CONCEPT; X-J13041-SURVEY; J13041 concept stormwater
PLAN
SCALE A1 - 1 : 100
A3 - 1 : 200 1 0 1 2 3 4 5m
Scale 1:100
Drawn Date Client
CHECK PRINT ONLY N.J.W. . QIC NOOSA CIVIC PTY LTD
R E SS Cardno Limited All Rights Reserved.
PRELIMINARY FINAL INITIAL DATE INITIAL DATE
Checked
P.M.
Date Project
. NOOSA CIVIC EXPANSION Status
PRELIMINARY
G This document is produced by Cardno Limited solely for the
PRO
Designed Date NOOSAVILLE
benefit of and use by the client in accordance with the MARKUP NOT TO BE USED FOR CONSTRUCTION PURPOSES
N IN N.J.W. .
CONCEPT
IO Verified Date DATUM Orig. Date Scale Size
EVIS
assume any responsibility or liability whatsoever to any third BACKDRAFTED / CORRECTED
Cardno (Qld) Pty Ltd | ABN 57 051 074 992
P.M. . Title
. A.H.D. NOV 2014 AS SHOWN A1
R party arising out of any use or reliance by third party on the
content of this document.
CONFIRMED Level 1, 9 Maud Street
Maroochydore, QLD 4558
Approved RPEQ NO
.
Drawing Number Revision
1 Tel: 07 5443 2555 Fax: 07 5443 5642
Rev. Date Description Des. Verif. Appd. SELF CHECK Web: www.cardno.com.au SIG APPROVED
DATE
. CI-C11 BIO BASIN LAYOUT PLAN - SHEET 2 J13041-CI-C13 1
The text continues on section 49.