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stormwater mgJ00300R1V1_25_Kauri_St_Cooroy_Complete · MCU18/0165
Attached to the e-mail Multiple Housing Type 4 Conventional - 17 units (Proposal Plans & Stormwater Management Plan) - MCU18/0165.
25 Kauri St Cooroy Stormwater Management Plan 25 Kauri St Cooroy Prepared By: Hydrology and Water Management Consulting Pty Ltd Prepared For: Calezac Pty Ltd Reference: J00300R1V1 Date: 2 October 2018 Hydrology and Water Management Consulting Pty Ltd PO Box 120 Coolum Beach Qld 4573 Mob 0405 194 639 Email [email protected] Web www.hydrologyandwater.com.au ABN 25 153 466 981 ACN 153 466 981 J00300R1V1 i
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25 Kauri St Cooroy
Disclaimer
This report has been prepared for Calezac Pty Ltd (The client). It is subject to the provisions of the agreement
between Hydrology and Water Management Consulting Pty Ltd (HWMC) and the Client. Study results should not be
used for purposes other than those for which they were prepared.
© Copyright 2018 Hydrology and Water Management Consulting Pty Ltd.
Report Status
Reference Date Status Author
J00300R1V1 2/10/2018 Final ________
R Stewart
RPEQ 13272
J00300R1V1 ii
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25 Kauri St Cooroy
TABLE OF CONTENTS
1 INTRODUCTION ............................................................................................................................................... 1
2 SITE AND DRAINAGE CHARACTERISTICS........................................................................................................... 2
3 PROPOSED DEVELOPMENT .............................................................................................................................. 3
4 STORMWATER QUANTITY ............................................................................................................................... 4
4.1 BASE CASE ......................................................................................................................................................... 4
4.2 UN-MITIGATED DEVELOPED CASE .......................................................................................................................... 6
4.3 VALIDATION ....................................................................................................................................................... 8
4.4 MITIGATED DEVELOPED CASE ................................................................................................................................ 8
5 STORMWATER QUALITY ................................................................................................................................ 11
5.1 WATER QUALITY OBJECTIVES .............................................................................................................................. 11
5.2 MODELLING DETAILS ......................................................................................................................................... 11
5.2.1 Software ................................................................................................................................................... 11
5.2.2 Model Parameters ................................................................................................................................... 11
5.2.3 Water Quality Treatment Catchments..................................................................................................... 12
5.2.4 Bioretention Details ................................................................................................................................. 14
5.3 WATER QUALITY RESULTS................................................................................................................................... 15
5.4 CONSTRUCTION PHASE STORMWATER MANAGEMENT ............................................................................................. 16
5.5 WSUD IMPLEMENTATION .................................................................................................................................. 17
5.6 MAINTENANCE AND OPERATION .......................................................................................................................... 17
6 CONCLUSION ................................................................................................................................................. 18
7 QUALIFICATIONS & LIMITATIONS .................................................................................................................. 19
8 REFERENCES .................................................................................................................................................. 20
Appendices
Appendix A Survey
Appendix B Proposed Site Plan
Appendix C Rational Method Calculation – Developed Site Catchment
Appendix D Basin Storage Curve
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25 Kauri St Cooroy
1 INTRODUCTION
Hydrology and Water Management Consulting Pty Ltd (HWMC) has been commissioned by 360
Civil Consulting Pty Ltd on behalf of Calezac Pty Ltd to undertake a Stormwater Management
Plan (SMP) for a unit development at 25 Kauri Street, Cooroy. The site’s real property
description is Lot 27 on C56016.
The purpose of this investigation is to describe how the proposed development will comply with
Council’s requirements relating to stormwater quantity and quality including:
• Non-worsening of peak runoff from the site; and
• Compliance with stormwater quality treatment objectives.
Rainfall-runoff hydrology modelling of the site in its existing and proposed conditions has been
undertaken to size on-site detention storage for peak flow attenuation.
MUSIC modelling has been undertaken to size a bioretention basin that is able to reduce site
pollutant loads to achieve the required stormwater quality treatment objectives.
The stormwater strategy presented in this report has been prepared in consultation with the
project engineer, 360 Civil Consulting Pty Ltd. This report provides conceptual details of
stormwater design requirements that should be incorporated into the overall site design.
J00300R1V1 1
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25 Kauri St Cooroy 2 SITE AND DRAINAGE CHARACTERISTICS The site is located at 25 Kauri St Cooroy. It has an area of approximately 4782 m² and currently contains grass and scattered trees. The site location is shown on the Google imagery extract on Image 2-1. Natural ground levels of the site fall to the west, towards Kauri Street with a slope of approximately 5.0%. Ground survey of the site has been provided to HWMC for use in this investigation and is provided in Appendix A. Stormwater runoff from the site currently discharges generally as overland sheet flow to Kauri Street. Image 2-1 – Satellite Imagery of Site and Surrounds (Google Imagery) J00300R1V1 2
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25 Kauri St Cooroy 3 PROPOSED DEVELOPMENT The development proposal involves construction of 17 new units that will have two access crossings from Kauri St and one from Olivine St. The site layout plan for the development is provided in Appendix B and an extract is provided below for reference. Image 3-1 – Proposed Site Plan (Extract from All Design and Drafting Site Plan) J00300R1V1 3
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25 Kauri St Cooroy
4 STORMWATER QUANTITY
Hydrologic modelling of site stormwater runoff has been undertaken to size detention storage
that is able to mitigate peak site runoff to levels that are less than or equal to the existing
scenario.
Analysis has been undertaken for the 50%, 10% and 100% Annual Exceedance Probability (AEP)
events. The following scenarios have been investigated:
1. Base Case (Existing Site)
2. Un-Mitigated Developed Case (no detention)
3. Mitigated Developed Case (with detention)
Modelling has been carried out in accordance with ARR 2016 procedures using WBNM software
in conjunction with Storm Injector software.
4.1 Base Case
Hydrologic modelling of the catchment has been carried out using WBNM software developed
jointly by the University of Wollongong, Rienco Consulting and Balance R & D.
A WBNM model has been setup representing the site in its existing condition. The base case
model has a single sub-catchment representing the full site with zero impervious area.
A WBNM lag parameter of 1.3 has been applied. This value was selected by calibrating to the
QUDM Rational Method for un-mitigated developed site flows (refer section 4-3).
Modelling has been carried out for the full range of standard design event storm durations
ranging from 5 minutes up to 3 hours. For each duration, an ensemble of 10 different temporal
patterns has been modelled and the adopted peak flow is taken as the value closes to the mean,
with a bias to values above the mean (Storm Injector bias factor of 2).
Rainfall loss rates adopted for this investigation are based on values from the ARR data hub and
are shown on Table 4-1 and 4-2.
Table 4-1 WBNM Rainfall Loss Rates
Pervious Area Pervious Area Impervious Area Impervious Area
Initial Loss Continuing Initial Loss Continuing
(mm) Loss (mm/hr) (mm) Loss (mm/hr)
Varies
2.6 0 0
(see table 5-3)
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Table 4-2 Pervious Area Initial Loss (mm)
Duration 50% AEP 10% AEP 1% AEP
5 min 29.5 25.3 22.2
10 min 29.5 25.3 22.2
15 min 29.5 25.3 22.2
20 min 29.5 25.3 22.2
25 min 29.5 25.3 22.2
30 min 29.5 25.3 22.2
45 min 29.5 25.3 22.2
1 hour 29.5 25.3 22.2
1.50 hour 29.2 19.7 18.5
2 hours 23.8 13.9 11.8
3 hours 15 0.7 0
BoM’s ARR 2016 Rainfall IFD data has been used for this investigation. Design rainfall depths
are shown on Table 4-3.
Table 4-3 Design Rainfall Depths (mm)
Duration 50% AEP 10% AEP 1% AEP
5 min 11.3 17.9 26.3
10 min 18.3 28.7 41.2
15 min 23.2 36.4 52
20 min 27 42.3 60.8
25 min 30.1 47.3 68.3
30 min 32.7 51.5 74.9
45 min 38.9 61.9 91.5
1 hour 43.8 70.2 105
1.5 hour 51.4 83.7 128
2 hour 57.6 94.8 147
3 hour 67.7 113 178
4.5 hour 79.8 136 217
6 hour 89.9 156 251
9 hour 106 188 306
12 hour 119 214 353
18 hour 140 256 428
24 hour 156 289 489
The adopted ensemble hydrograph for each AEP event is shown on Image 4-1. Peak flows and
the associated critical storm duration are also labelled. These hydrographs represent the design
storm runoff from the full existing site.
Peak site runoff for the 1% AEP design event is predicted to be 0.23m3/s.
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25 Kauri St Cooroy Image 4-1 – Total Existing Site Design Runoff Hydrographs 4.2 Un-Mitigated Developed Case The development has been incorporated into the WBNM modelling by updating the fraction impervious values to reflect the proposed developed layout as shown in Appendix B. All proposed roof and road areas have been assigned a fraction impervious of 100% impervious and the remaining site ground level has been assigned a fraction impervious of 30% to account for pathways etc. The resulting overall fraction impervious for the developed site is 73% and this has been assigned to the developed case WBNM model. The adopted ensemble hydrograph for each AEP event is shown on Image 4-2. Peak flows and the associated critical storm duration are also labelled. These hydrographs represent the design storm runoff from the full un-mitigated developed site. J00300R1V1 6
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25 Kauri St Cooroy
Image 4-2 – Total Site Un-Mitigated Design Runoff Hydrographs
Table 4-4 shows a comparison of peak flow rates between the base case and un-mitigated
developed case. It shows the impact of the proposed development is an increase in peak site
runoff ranging from 27% to 57%.
Table 4-4 Peak Flow Comparison - Base Case Vs Un-Mitigated Developed Case
Un-Mitigated
Existing Site Difference Difference
Event Developed Case
(m3/s) (m3/s) (%)
(m3/s)
1% AEP 0.23 0.30 0.07 30%
10% AEP 0.15 0.19 0.04 27%
50% AEP 0.07 0.11 0.04 57%
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4.3 Validation
The un-mitigated developed case peak flows from the site have been validated against a QUDM
Rational Method calculation. This Rational Method calculation is provided in Appendix C. Table
4-5 compares the WBNM model peak flows with those of the Rational Method. This is
considered a suitable validation of the WBNM peak flows.
Table 4-5 Peak Flow Comparison - Base Case Vs Un-Mitigated Developed Case
WBNM
Un-Mitigated Difference Difference
Event Rational Method
Developed Case 3
(m /s) (%)
3
(m /s)
1% AEP 0.30 0.30 0 0%
10% AEP 0.17 0.19 0.02 12%
50% AEP 0.09 0.11 0.02 22%
4.4 Mitigated Developed Case
Modelling of the un-mitigated developed case described in the previous section demonstrates
that a detention basin is required to mitigate the increased peak runoff from the site.
It is proposed to incorporate an on-site detention storage that will receive runoff from the site
stormwater network. It has been assumed that flows in excess of the 5% AEP event (Q20) will
bypass the storage basin and discharge from the site as overland flow. This is necessary
because the proposed site roof and stormwater network will be designed to capture events up to
the 5% AEP only (design to be carried out at future detailed design phase). A bypass system
has been incorporated into the WBNM model to achieve this. The peak 5% AEP discharge from
the un-mitigated developed site is predicted by the WBNM model to be 0.24m3/s. Site discharge
is excess of this value will bypass the WBNM basin.
The sub-catchment areas and fraction impervious values are as per those of the Un-Mitigated
developed case.
The onsite detention storage and outlet details have been iteratively sized to achieve a non-
worsening of peak runoff. Details of the adopted configuration is provided in Table 4-6.
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Table 4-6 Detention Storage Details
Storage Details
74m2 of underground tank storage with a depth of 0.75m 55.5 m3 storage
125m2 of active flood storage in basin with a depth of 350mm (above the
44.5 m3 storage
extended detention zone)
Total detention storage up to peak 1% AEP flood level 100 m3 storage
Outlet Details
Orifice with invert at base of pit 240 mm diameter
High flow weir 1.2m above pit invert level 900mm wide weir
Under this configuration the peak flood depth predicted in the basin for the 1% AEP is 1.35m
above the base of the outlet pit (i.e. above the orifice invert level). Assuming the pit invert level is
106.2 m AHD then the peak 1% AEP level in the basin will be 107.55 mAHD.
The storage curve assumed for the WBNM modelling is provided in Appendix D. There is
potential to revise the configuration of the storage basin when detailed design is carried out in the
future. When this is done, the storage in the basin should achieve or exceed the storage curve
assumed for this modelling.
The peak 1% AEP flow rate over the weir is predicted to be 0.08m3/s. This equates to a depth
over the weir of 100mm and velocity of 1m/s. This gives a depth-velocity product of 0.1m2/s
which is a low hazard.
The adopted ensemble hydrograph for each AEP event is shown on Image 4-3. Peak flows and
the associated critical storm duration are also labelled. These hydrographs represent the design
storm runoff from the full mitigated developed site.
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Image 4-3 – Total Site Mitigated Developed Design Runoff Hydrographs
Table 4-7 shows a comparison of peak flow rates between the base case and the mitigated
developed case. It shows that the detention storage can reduce peak flows to less than or equal
to those of the base case.
Table 4-7 Peak Flow Comparison – Base Case Vs Mitigated Developed Case
Mitigated
Existing Site Difference Difference
Event Developed Case
3 3
(m /s) (m /s) (%)
(m3/s)
1% AEP 0.23 0.22 -0.01 -4%
10% AEP 0.15 0.12 -0.03 -20%
50% AEP 0.07 0.07 0 0%
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5 STORMWATER QUALITY
5.1 Water Quality Objectives
In Queensland, the State Planning Policy sets out best practice urban stormwater quality design
objectives for development. Water quality objectives (WQO’s) for the proposed residential
development site are those stipulated in the State Planning Policy for the South-East Queensland
region. The specified water quality objectives for the site are shown in Table 5-1:
Table 5-1: Stormwater Quality Objectives
Pollutant Load Based Reduction
Total Suspended Solids (TSS) 80%
Total Phosphorous (TP) 60%
Total Nitrogen (TN) 45%
Gross Pollutants (GP) 90%
5.2 Modelling Details
5.2.1 Software
A quantitative assessment of stormwater runoff quality has been undertaken for the operational
phase of the proposed development. Stormwater quality modelling has been carried out using
version 6.2.1 of eWater’s ‘MUSIC’ software (Model for Urban Stormwater Improvement
Conceptualisation). MUSIC is a decision support tool, used to plan and design appropriate urban
stormwater management systems at the conceptual level.
MUSIC modelling has been undertaken in accordance with the Water by Design’s (WbD) ‘MUSIC
Modelling Guidelines version 1.0 – 2010’ and the 2014 WbD ‘Bioretention Technical Design
Guidelines’.
5.2.2 Model Parameters
Rainfall and evapo-transpiration data for the investigation have been sourced from the Cooroy
Composite rainfall station. The ten-year period from 1973 to 1983 has been adopted for
modelling in accordance with the WbD modelling guidelines.
Modelling has been carried out using a 6-minute time step.
Music modelling parameters associated with the generation of run-off and with pollutant
generation have been incorporated using the values recommended in the WbD guidelines.
These values are provided below in Table 5-2 and 5-3.
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Table 5-2: MUSIC Pollutant Concentration Parameters
Total Suspended Total
Total Nitrogen
Solids (Log10 Phosphorous
(Log10 mg/L)
mg/L) (Log10 mg/L)
Land Use Parameter
Storm Base Storm Base Storm Base
Flow Flow Flow Flow Flow Flow
Residential Mean 1.30 N/A -0.89 N/A 0.26 N/A
Roof
(split) Std Deviation 0.39 N/A 0.31 N/A 0.23 N/A
Residential Mean 2.18 1.0 -0.47 -0.97 0.26 0.20
Ground
(split) Std Deviation 0.39 0.34 0.31 0.31 0.23 0.20
Residential Mean 2.43 1.0 -0.30 -0.97 0.26 0.20
Road (split) Std Deviation 0.39 0.34 0.31 0.31 0.23 0.20
Table 5-3: MUSIC Runoff Generation Parameters
Parameter Urban
Rainfall Threshold (mm) 1
Soil Capacity (mm) 500
Initial Storage (%) 10
Field Capacity 200
Infiltration Capacity Coefficient a 211
Infiltration Capacity Exponent b 5
Initial Depth (mm) 50
Daily Recharge Rate (%) 28
Daily Base Flow Rate (%) 27
Daily Deep Seepage Rate (%) 0
5.2.3 Water Quality Treatment Catchments
The bioretention has been sized to treat runoff from a the residential developed shown on the
Site Plan in Appendix B. The MUSIC modelling has been carried out using a split source node
approach. The modelled water quality catchments and the associated landuses are shown on
Image 5-1. Areas of the proposed site not designated as roof or road have been assigned a
residential ground landuse with a Fraction Impervious of 30%.
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25 Kauri St Cooroy
Image 5-1 – Water Quality Catchment and Landuses
Catchment areas and percent impervious values for the water quality treatment catchments are
detailed in Table 5-4.
Table 5-4: Modelled Catchment Land Use and Percent Impervious
Land Use Area (Hectares) Percent Impervious
Roof 0.193 100%
Ground 0.187 30%
Road 0.098 100%
Total: 0.478 73%
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25 Kauri St Cooroy The MUSIC model layout is shown on Image 5-2: Image 5-2 – MUSIC Model Layout 5.2.4 Bioretention Details Details of the proposed bioretention system that has been assumed for MUSIC modelling are provided on Image 5-3. This configuration has been developed to allow compliance with site water quality objectives. The storage surface area shown is based on average area assuming 1V:4H batters up from the filter media. Image 5-3 – Bioretention Details J00300R1V1 14
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25 Kauri St Cooroy In summary, the bioretention basin is to have 36 m2 filter area with a filter media depth of 0.5m and 1 in 4 batters within the extended detention zone. 5.3 Water Quality Results Results for the MUSIC modelling are provided on Image 5-4 which shows that the site water quality objectives are achieved. Image 5-4 – Pollutant Load Reductions J00300R1V1 15
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25 Kauri St Cooroy
5.4 Construction Phase Stormwater Management
The following points provide general guidance on the management of stormwater during the
construction phase. Detailed Erosion and Sediment Control Management Plans should be
provided during the operational works application stage in accordance with International Erosion
Control Association Australia (IECA) Guidelines.
Sediment control should be able to be achieved by applying the following best practice sediment
and erosion control management during the construction phase of the project:
1. Establish defined, stabilised entry/exit point for the site works;
2. Construct a shake-down grid at the entrance to facilitate the removal of sediment from
trucks leaving the site. The access road extending from the end of the existing road or
kerb to the grid should comprise a 150-200mm deep pad of 40mm crushed rock;
3. Install sediment fences along the lower boundaries of the site;
4. Install suitably sized sediment basins at locations of concentrated flow (ie drainage
discharge points/future bio-retention basins);
5. Install bins and/or wind-proof litter areas on-site to minimise the dispersion of gross
pollutants;
6. Maintain on site spare materials necessary for the emergency repair of all erosion control
devices. This includes silt fences, clean crushed rock for reapplication to the entrance
road and for replacement of rock within temporary drainage channels;
7. Following each day’s construction works, ensure that any material on road surfaces is
swept from the road, and not permitted to be washed down the gutters and piped
drainage systems.
8. Quality of pooled water within sediment basins are to be monitored prior to dewatering,
sufficient time should be given to allow sediment to settle (possible with the assistance of
a suitable flocculent if necessary) &/or filtering during pumping operations.
9. Final establishment of bioretention basins at outlets should not occur until full stabilisation
of upstream catchment has occurred; preferably these should be temporarily turfed/grass
seeded during the maintenance period while dwelling construction is occurring.
It shall be the responsibility of the developer, through their principal contractor, to ensure that
temporary sediment and erosion controls are installed and maintained correctly.
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25 Kauri St Cooroy
5.5 WSUD Implementation
Experience shows that the critical periods in the life of WSUD vegetated stormwater systems are
the construction and establishment phases. The timing and approach to these systems must be
carefully considered to ensure successful establishment and long-term performance.
Bioretention systems are common stormwater treatment devices for new urban developments in
South East Queensland. Successful construction and allowing adequate time for the systems to
establish is critical to their long-term performance and function. Construction of the system is
also linked to having suitable bioretention designs in place to ensure civil contractors have
appropriate plans to construct to. Applying due care in the design and construction phase will
ensure the function of the system whilst also keeping on-going maintenance to a minimum. It is
highly recommended that the following guidelines are followed through the design, construction,
establishment and maintenance phases.
Table 5-5: WSUD Guidelines
Phase Guideline
Design Bioretention Technical Design Guidelines (Oct 2014)
Construction and Establishment Guidelines: Swales,
Construction and Establishment
Bioretention Systems and Wetlands (Apr 2010)
Maintenance Maintaining Vegetated Stormwater Assets (Feb 2012)
5.6 Maintenance and Operation
Maintenance for the bioretention basins may involve the following:
1. Scheduled inspections;
2. Removal of noxious plants or weeds;
3. Maintaining the desired vegetation;
4. Repairing erosion;
5. Unblocking inlets and outlets;
6. Removing litter and debris;
7. Managing algal or moss growth;
8. Maintaining the permeability of
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25 Kauri St Cooroy 6 CONCLUSION This stormwater management plan has been prepared to support an MCU development application for a unit development at 25 Kauri Street, Cooroy. It has been demonstrated that the on-site detention storage described in this report is able to mitigate peak flows to less than or equal to those of the existing site. A bioretention system has been sized to allow the proposed development to comply with the site’s water quality objectives for pollutant load reduction. J00300R1V1 18
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25 Kauri St Cooroy 7 QUALIFICATIONS & LIMITATIONS In preparing this report, HWMC has relied upon and assumed accurate data provided by Noosa Council, the Client and their representatives. Unless otherwise stated in this report, HWMC has not attempted to verify the accuracy or completeness of any such information. The accuracy of this report is reliant upon the accuracy of this information. This report should be read in full and no excerpts are to be taken as representative of the findings. No responsibility is accepted by HWMC for use of any part of this report in any other context. Study results should not be used for purposes other than those for which they were prepared. Modelling for this investigation is based on a design event approach and assumptions that are consistent with current industry practice. Real world flood events are random and highly variable. Consequently, observed and future flooding characteristics may not reflect those described in this report. J00300R1V1 19
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25 Kauri St Cooroy
8 REFERENCES
• Bureau of Meteorology, Online Rainfall IFD Data System
‘http://www.bom.gov.au/hydro/has/cdirswebx/cdirswebx.shtml’
• BMT WBM, 2016, “TUFLOW User Manual”
• Institute of Public Works Engineering Australasia, 2016 “Queensland Urban Drainage
Manual”, Fourth Edition (QUDM)
• Engineers Australia, 2016, “Australian Rainfall and Runoff”
• University of Wollongong (2007), WBNM User Guide.
• Michael Boyd et al, 2012, “WBNM User Guide”
• Michael Boyd et al, 2012, “Details of the Theory Used in WBNM”
• SCARM, 2000, “Floodplain Management in Australia: Best Practice Principals and
Guidelines”
• Sunshine Coast Council (2014), “Stormwater Management Code”.
• W.J. Syme, 2001, “Modelling of Bends and Hydraulic Structures in a Two-Dimensional
Scheme”
• W.J. Syme, 2011, “Modelling Structures”, ASFPM SMS Workshop USA;
J00300R1V1 20
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APPENDICES [OCR of page images] APPENDICES
Page 25
Appendix A: Site Survey [OCR of page images] Appendix A: Site Survey
Page 26
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© 1L107.68 Wel Wanne MAJOR CONTOUR
. . X- EXOTIC MINOR CONTOUR
ient: A A Ri Project: 2
naa cient’ ALBA PROJECTS on Plan 1 of 4 me
MAX WATTERSON
+ ASSOCIATES
CONSULTING SURVEYORS
& PLANNERS
10 Maple Street
PO Box 639
Cooroy Qld 4563
Ph. (07) 54426121
Fax. (07) 54425125
Email. [email protected]
LOCAL GOVT: NOOSA S.C.
LOCALITY: COOROY
PLAN SHOWING
DETAILS OF LOT 27
ON C56016.
Date: 15-01-18
Scale: 1:500
Datum: AHD
PM24971
RL 107.926
Cont.Int: 0.5m
Origin:
10 15 20 25m
Ref:
93-224AE
This plan has been prepared from data of a
survey completed in 1993 and has been
prepared building design purposes only and
may be subject to change.
Underground services not located except
where evident on surface.
Page 27
Appendix B: Proposed Site Plan [OCR of page images] Appendix B: Proposed Site Plan
Page 28
2
1
C02
C02
STORMWATER
ENGINEERING
REQ 210sqm
ARCHITECTURAL BUILDING DESIGN
RESIDENTIAL, COMMERCIAL &
RENOVATIONS.
PH. 0405 097 553
T
10
[email protected]
EE
.0 8
NEW U8 m
0
www.alldd.com.au
T2
TR CROSSING VBA DP-AD 37989
N
QBCC 1084590
IS
O
W
RT
LETTER BOXES
R
R L
00 AL THIS DRAWING IS THE COPYRIGHT AND
40 K W
U
U7
H
V AC C PROPOERTY OF ALLDD. IT IS NOT TO BE COPIED,
KA
SCREENDED SHARED TB RETAINED OR USED FOR ANOTHER PURPOSE.
SE
R
WASTE AREA
T1
TIO
PA
A
R
00 ED Client:
R
30 VER
Alba Projects
S
O
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C
4 4 CK
BA
C02 C02
U6 SE
T
T1
A
SE
TB 600
AC 0
KW
AL
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U5 10
9.
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Project:
R
m
Proposed Residential Multi
Unit Development
T1
SHARED AREA
R
T4
U10 U9 T4
B
Attached Zone
R
NEW
R
T1
CROSSING THIS DRAWING IS NOT FOR DA, BA OR
U4 CONSTRUCTION
B
V
V
GE
SE R R R R Address:
ED
TB 600
AC 0 3 3 U3
AD
KW 25 Kauri Street
RO
AL C02 C02
R
L
Cooroy
T1
11
A
QLD 4563
0.
R
00
1 1 m
C03 C03
R R U2 Property Details:
R
T1
R Lot 27 C56016
A
R R R R R Area 4741m²
EA
30
m
00
SE
sq
U1
ME
0
15
NT
R
G
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IN
AT
T3 T1A T1A T1B T1B T1A T2
SE
T1
No. Issue Details Date
11
R
H
1.
B
IT
00
1 Initial Concept 07-02-2018
W
RD ED
m
EN
2 Developed 26-04-2018
ER
U11 U12 U13 U14 U15 U16 U17
GA HAR
V W 2 3 Developed 23-05-2018
SE
S
C02 4 Developed 24-05-2018
5 Developed 30-05-2018
2 2 COMMUNITY GARDENS
200sqm 6 Developed 13-06-2018
C03 C03 7 Developed 02-07-2018
8 Developed 13-07-2018
9 Developed 18-07-2018
SETBACK WALL
SETBACK PATIO
25sqm (min) PRIVATE OPEN SPACE 4m MINIMUM DIMENSION PER UNIT 12.6 cbm STORAGE
NEW CROSSING
ACTUAL POS WILL BE LARGER TBC
6000
SITE PLAN
5000
ALL SINGLE GARAGE DOORS 2700mm WIDE
ALL DOUBLE GARAGE DOORS 4800mm WIDE
FENCING SETBACK 1m AND ARTICULATED EVERY 5m
1 Project number 11594
1m DENSELY LANDSCAPED STRIP INSIDE BOUNDARY
C02 Current Issue Date 18-07-2018
ROAD EDGE 1 : 350 A3
Scale
OLIVINE STREET Drawing no. C01
Page 29
Appendix C: Rational Method Calculation –
Developed Site Catchment
[OCR of page images]
Appendix C: Rational Method Calculation —
Developed Site Catchment
Page 30
RATIONAL METHOD SUMMARY & RAINFALL DATA
Project J00300_25_Kauri_St_Cooroy
IFD Design Rainfall Intensity (mm/hr)
DURATION AEP
(hours) (minutes) 63% 50% 20% 10% 5% 2% 1%
0.017 1 165.00 186.00 250.00 293.00 333.00 385.00 424.00
0.033333 2 141.00 159.00 216.00 256.00 295.00 348.00 390.00
0.050 3 132.00 149.00 203.00 239.00 275.00 323.00 360.00
0.0667 4 126.00 142.00 192.00 226.00 259.00 303.00 336.00
0.083 5 120.00 135.00 183.00 215.00 245.00 285.00 315.00
0.167 10 97.30 110.00 148.00 172.00 196.00 225.00 247.00
0.25 15 82.30 92.90 125.00 145.00 165.00 190.00 208.00
0.5 30 58.00 65.40 88.10 103.00 117.00 136.00 150.00
1 60 38.70 43.80 59.50 70.20 80.70 94.50 105.00
2 120 25.30 28.80 39.80 47.40 55.00 65.30 73.30
3 180 19.80 22.60 31.50 37.80 44.10 52.70 59.40
6 360 13.00 15.00 21.40 26.00 30.50 36.80 41.80
12 720 8.54 9.95 14.60 17.90 21.20 25.80 29.40
24 1440 5.51 6.48 9.70 12.00 14.40 17.70 20.40
48 2880 3.42 4.04 6.15 7.72 9.37 11.70 13.60
72 4320 2.53 2.99 4.58 5.78 7.06 8.86 10.40
96 5760 2.04 2.40 3.67 4.64 5.69 7.17 8.41
120 7200 1.71 2.02 3.08 3.89 4.78 6.02 7.06
144 8640 1.49 1.75 2.66 3.36 4.12 5.19 6.08
168 10080 1.33 1.56 2.35 2.97 3.63 4.55 5.32
Catchment Data
Details: Kauri St Developed Site
Variable Value Units
Area: 0.4780 ha
C10 0.85 fraction
Rational Method Summary
Time of Concentration (tc) 13 Minutes (or 0.22 hours)
AEP
Variable 63% 50% 20% 10% 5% 2% 1%
Freq Factor 0.80 0.85 0.95 1.00 1.05 1.15 1.20
Intensity (mm/hr) 87.31 98.61 132.68 154.01 175.34 201.68 221.01
Discharge (m3/s) 0.08 0.09 0.14 0.17 0.21 0.26 0.30
[OCR of page images]
RATIONAL METHOD SUMMARY & RAINFALL DATA
Project J00300_25 Kauri_St_Cooroy
IFD Design Rainfall Intensity (mm/hr
DURATION AEP
(hours) | (minutes) 63% 50% 20% 10% 5% 2% 1%
0.017 1 165.00 186.00 250.00 293.00 333.00 385.00 424.00
0.033333 2 141.00 159.00 216.00 256.00 295.00 348.00 390.00
0.050 3 132.00 149.00 203.00 239.00 275.00 323.00 360.00
0.0667 4 126.00 142.00 192.00 226.00 259.00 303.00 336.00
0.083 5 120.00 135.00 183.00 215.00 245.00 285.00 315.00
0.167 10 97.30 110.00 148.00 172.00 196.00 225.00 247.00
0.25 15 82.30 92.90 125.00 145.00 165.00 190.00 208.00
0.5 30 58.00 65.40 88.10 103.00 117.00 136.00 150.00
1 60 38.70 43.80 59.50 70.20 80.70 94.50 105.00
2 120 25.30 28.80 39.80 47.40 55.00 65.30 73.30
3 180 19.80 22.60 31.50 37.80 44.10 52.70 59.40
6 360 13.00 15.00 21.40 26.00 30.50 36.80 41.80
12 720 8.54 9.95 14.60 17.90 21.20 25.80 29.40
24 1440 5.51 6.48 9.70 12.00 14.40 17.70 20.40
48 2880 3.42 4.04 6.15 7.72 9.37 11.70 13.60
72 4320 2.53 2.99 4.58 5.78 7.06 8.86 10.40
96 5760 2.04 2.40 3.67 4.64 5.69 7A7 8.41
120 7200 1.71 2.02 3.08 3.89 4.78 6.02 7.06
144 8640 1.49 1.75 2.66 3.36 4.12 5.19 6.08
168 10080 1.33 1.56 2.35 2.97 3.63 4.55 5.32
Catchment Data
Details: | Kauri St Developed Site
Variable Value Units
Area: 0.4780 ha
C10 0.85 fraction
Rational Method Summary
Time of Concentration (tc) 13 Minutes (or 0.22 hours)
AEP
Variable 63% 50% 20% 10% 5% 2% 1%
Freq Factor 0.80 0.85 0.95 1.00 1.05 1.15 1.20
Intensity (mm/hr) 87.31 98.61 132.68 154.01 175.34 201.68 221.01
Discharge (m3/s) 0.08 0.09 0.14 0.17 0.21 0.26 0.30
Page 31
Appendix D: Basin Storage Curve [OCR of page images] Appendix D: Basin Storage Curve
Page 32
3
Depth (m) Storage (m )
0.00 0.00 WBNM Basin Storage Curve (exludes extended detention volume)
0.05 0.10 1.60
0.10 0.20
0.15 3.90
0.20 7.60 1.40
0.25 11.30
0.30 15.00
0.35 18.70 1.20
0.40 22.40
0.45 26.10
0.50 29.80 Depth above invert 1.00
0.55 33.50
0.60 37.20
0.65 40.90 0.80
0.70 44.60
0.75 48.30
0.80 52.00 0.60
0.85 55.70
0.90 55.75
0.95 55.80 0.40
1.00 55.85
1.05 62.10
1.10 68.35 0.20
1.15 74.60
1.20 80.85
0.00
1.25 87.10
1.30 93.35
0.00 20.00 40.00 60.00 80.00 100.00 120.00
1.35 99.60 Storage (m3)
1.40 105.85
[OCR of page images]
Depth (m)
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
0.40
0.45
0.50
0.55
0.60
0.65
0.70
0.75
0.80
0.85
0.90
0.95
1.00
1.05
1.10
1.15
1.20
1.25
1.30
1.35
1.40
Storage (m’)
0.00
0.10
0.20
3.90
7.60
11.30
15.00
18.70
22.40
26.10
29.80
33.50
37.20
40.90
44.60
48.30
52.00
55.70
55.75
55.80
55.85
62.10
68.35
74.60
80.85
87.10
93.35
99.60
105.85
1.60
1.40
1.20
r
°o
3
9
@
3S
Depth above invert
9
a
3°
0.40
0.20
0.00
0.00
WBNM Basin Storage Curve (exludes extended detention volume)
20.00
40.00
60.00
Storage (m3)
80.00
100.00
120.00
Used in these records
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