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5179SQMP_2 PearsonsRd_Feb2021_Rev2_
INTEGRATED WATER MANAGEMENT PLAN REVISION 2 18 Lot Reconfiguration at Pearsons Road, Cooroy FOR NOOSA COUNCIL FEBRUARY 2021 Callaghan & Toth Civil, Environmental & Hydraulic Engineers A.B.N. 45140292324 1.16/90 Goodchap St i! Noosaville QLD 4566 =| Telephone (07) 54749081 www.callaghanandtoth.com.au Job No. 2035-IWMP_REV 2
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Page 2
Callaghan & Toth
DOCUMENT HISTORY
Document Reference: No: 2035_SWQMP_2 PearsonRd_Rev2.doc
Project Manager: Max Watterson
Author: Jane Davissen BE (ENV)
Reviewer: Lex Toth NPER3 (ENV) (CIVIL) RPEQ 6069 CPESC
Client: Vantralia Pty Ltd
Contact Person: Darren Matthews
DISTRIBUTION LIST
POSITION ON
NAME ORGANIZATION MANAGEMENT TEAM REVISION REVISION REVISION
0 1 2
Darren Matthews Vantralia Pty Ltd 1 1 1
Environmental / Civil
Lex Toth Callaghan & Toth 1 1 1
Engineers
Noosa Council Assessment Officer 1 1 1
Max Watterson &
Max Watterson Surveyor 1 1 1
Associates
REVISION LIST
REVISION DATE DISTRIBUTED ISSUED BY CHECKED BY
0 24th August 2020 LT JD
th
1 30 November 2020 LT JD
th
2 5 February 2021 LT JD
The information contained in this report is confidential and proprietary to Callaghan and Toth. It may
only be used by the person to whom it is provided, for the stated purpose for which it is provided, and
must not be imparted to any third person without the prior written approval of Callaghan and Toth.
Callaghan and Toth reserve all legal rights and remedies in relation to infringement of its rights in
respect of its confidential information.
©Callaghan & Toth
2021
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2035 2 Pearsons Road IWMP – Revision 2 February 2021
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Callaghan & Toth
CONTENTS
1.0 SUMMARY ........................................................................................................................................5
2.0 INTRODUCTION ...............................................................................................................................6
3.0 DESCRIPTION ..................................................................................................................................8
3.1 Proposed Works ............................................................................................................................8
4.0 WATER QUALITY MANAGEMENT PLAN.......................................................................................12
4.1 Proposed On-Site Stormwater Treatment Process......................................................................12
4.2 MUSIC Model ..............................................................................................................................12
4.2.1 Source Nodes......................................................................................................................12
4.2.2 Treatment Nodes.................................................................................................................13
4.2.3 Rainfall Data ........................................................................................................................14
4.3 MUSIC Modelling Results............................................................................................................16
4.3.1 Water Quality Objectives .....................................................................................................16
4.3.2 Assessment of Results ........................................................................................................16
4.4 TREATMENT DEVICES DESIGN DETAILS................................................................................17
5.0 FLOODING ASSESSMENT SUMMARY .........................................................................................18
5.1 Existing Conditions ......................................................................................................................18
5.2 Proposed Drainage System and Flood Implications ....................................................................18
6.0 CONCLUSIONS & RECOMMENDATIONS.....................................................................................19
APPENDIX A - MUSIC Results ......................................................................................................... A
APPENDIX B - IPWEAQ Standard Drawings.................................................................................... B
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Callaghan & Toth
LIST OF REFERENCES
1. EN HEALTH (2004) Guidance on the Use of Rainwater Tanks.
2. Engineers Australia (2006) Australian Runoff Quality. Australian Runoff Quality
Guidelines.
3. Queensland Development Code Part 4.3 (Oct 2008) Alternative Water Sources.
4. Water by Design, Bioretention Technical Design Guidelines (Version 1.1) October 2014
5. Water by Design, MUSIC Modelling Guidelines for South East Queensland – Version 1
(December 2010)
6. Water by Design, Construction and Establishment Guidelines: Swales Bioretention
Systems and Wetlands (Version 1.1), April 2010
7. Wong, T., Breen, P. & Lloyd, S. (2000) Water Sensitive Road Design – Design Options
for Improving Stormwater Quality of Road Runoff. CRC for Catchment Hydrology
Technical Report No 00/1.
LIST OF FIGURES
Figure 1.1 Site Location Plan………………………………………………………..7
Plan No. 2035-01 Master Layout 1………………………….. ………...............................9
Plan No. 2035-02 Master Layout 2…………………………………………………………10
Plan No. 2035-03 Master Layout 3…………………………………………………………11
Figure 4.1 MUSIC Model for the Proposed Development……………………… 14
LIST OF TABLES
Table 4.1 MUSIC Catchment Areas……………………………………………….13
Table 4.2 Comparison of Load Reductions……………………………………….15
Table 4.3 Design Features………………………………………………………….16
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2035 2 Pearsons Road IWMP – Revision 2 February 2021
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Callaghan & Toth
1.0 SUMMARY
This integrated water management plan (IWMP) has been prepared as part of a
Reconfiguration of a Lot application to Noosa Council for the residential development located at
2 Pearsons Road, Cooroy. The development includes:
Eighteen new residential lots;
New park – balance lot;
New road;
Easement for Access and Services;
Landscaping; and
Bioretention Systems in park and road reserve.
The key points of this investigation are as follows:
1. Runoff from new roadways, footpaths and allotments is to be cleaned of nutrients and
gross pollutants via a stormwater treatment system prior to being released to existing
waterways.
2. The stormwater treatment system includes:
a. One Bioretention Basin located in the new park,
b. Three biopods in the road reserve, and
c. Three Tree pits in the road reserve.
3. The increase in pollutant loads due to the increase in impervious areas is to be
attenuated.
4. Stormwater Detention is to achieve no increase in runoff concentration by the following
measures:
a. Detention basin adjacent to the Bioretention Basin,
b. Detention within the stormwater pipe under the new road,
c. Detention within the bioretention systems.
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2035 2 Pearsons Road IWMP – Revision 2 February 2021
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Callaghan & Toth
2.0 INTRODUCTION
This Integrated Water Quality Management Plan (IWMP) has been prepared as part of the
Reconfiguration of a Lot application to Noosa Council.
This IWMP has been prepared in accordance with:
1. Water Sensitive Design Code in the Noosa Plan;
2. The latest Water Sensitive Urban Design Technical Design Guidelines for South East
Queensland, published by Health Waterways; and
3. Environmental Protection (Water) Policy 2008.
The lot contributing to the overall development and subject to this report is shown in Site
Location Plan, Figure 1.1 and are described as Lot 3 on RP113733, located at 2 Pearsons
Road, Cooroy.
This IWMP considers the new hardstand areas, including roadways, footpaths, allotments, and
new roof areas for the proposed 18 lots (17 new lots) and one park lot. This report also aims to
demonstrate that the proposal complies with relevant codes and guidelines and that the storm
water runoff will not change the surrounding hydrology.
In order to receive planning approval from Noosa Council, this site must demonstrate that it
complies with Council’s Water Sensitive Design Code and that the storm water runoff will not
change the surrounding hydrology.
The Model for Urban Stormwater Improvement Conceptualization (MUSIC) has been used to
assess the suitability of various treatment devices and to model existing and predicted pollution
export loads and concentrations.
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2035 2 Pearsons Road IWMP – Revision 2 February 2021
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NOOSAVille 4566
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Callaghan & Toth
3.0 DESCRIPTION
The site currently consists of one lot, Lot 3 RP113733 containing dwelling structures and
associated sheds, with partly cleared and partly vegetated areas.
The site is bounded by Stage 4 Erindale Park to the south, residential lots on Carruthers Court
to the north, Pearsons Road to the west and tributary of Six Mile Creek to the east. The
tributary of Six Mile Creek flows to the Mary River and is a low risk mapped waterway under the
Department of Fisheries and Forestry (DAFF) mapping.
This site is subject to the ponding of floodwaters. The Q100 year ARI flood levels indicate that
the extent of flooding does not impact on the proposed lots, as shown on plans 2035-01 to 03
Revision C.
The Cooroy and Lake MacDonald Biodiversity Overlay (Map OM3.1) from the Noosa Plan also
shows that the watercourse is subject to Riparian Buffer Areas along its length and most of the
buffer area is contained in the proposed park.
3.1 Proposed Works
The overall proposal is to reconfigure the lot (Lot 3 RP113733) into a total of 18 lots (17 new
lots) and the balance park. The overall reconfiguration will include:
Construction of new roads;
Allotment shaping;
Dedication of parkland – including riparian buffer areas; and
Construction and provision of services.
As a result of these works stormwater drainage and treatment devices are required to drain the
site, attenuate flows and treat stormwater runoff to acceptable levels.
Refer to plans 2035-01 to 03 Revision C which show the stormwater layout for the site.
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2035 2 Pearsons Road IWMP – Revision 2 February 2021
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Callaghan & Toth
4.0 WATER QUALITY MANAGEMENT PLAN
4.1 Proposed On-Site Stormwater Treatment Process
The developed site was divided into MUSIC model sub-catchments as follows:
Catchment A – Lots 11 to 12 plus road reserve,
Catchment B – Existing lots and Lots 8, 9 & 18,
Catchment C – Lots 13 to 14 plus road reserve,
Catchment D – Lots 15 to 17,
Catchment E – Lots 1 to 5 plus road reserve, and
Catchment F – Lots 6, 7, part of 9 & 10.
The proposed stormwater treatment train for the overall development site is:
One Bioretention Basin (BB4) incorporated into a detention basin.
Three roadside Biopods (BB1 to BB3).
Three Tree Pits (TP1 to TP3).
BioBasin 4 is located within the new Parkland Area and discharges into the tributary to the east
of the site.
The bio-retention component of the treatment systems will remove the nutrients, heavy metals,
and retard flow.
4.2 MUSIC Model
4.2.1 Source Nodes
Catchment areas of source nodes within the proposed development have been identified as
sub-catchments such as roofs, yard, road and verge. See Figure 4.1 showing the MUSIC
model layout for this proposal.
MUSIC allows for characteristics of these source nodes to be amended to ensure that accurate
pollution generation and hydraulic characteristics for each sub-catchment are used to generate
stormwater runoff within the model. Table 4.1 below details the sub-catchments used in the
MUSIC model, land use, percent imperviousness and area of each sub-catchment. The MUSIC
Modelling Guidelines for South-East Queensland – Version 1 December 2010 have been used
to set level of imperviousness. The urban residential pollutant export parameters within the
guidelines have been used for each node.
The site has one main discharge point into the proposed biobasin / detention basin system,
which then outlets into the tributary of Six Mile Creek to the east of the lots.
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TABLE 4.1 MUSIC CATCHMENT AREAS (DEVELOPED)
Catchment Land Use Music Impervious Area (ha)
Catchment A Residential 60% 0.189
Lots 11 to 12 + road reserve
Catchment B Residential 60% 0.488
Existing lots + Lot5 8, 9 and 18
Catchment C Residential 60% 0.184
Lots 13 & 14 + road reserve
Catchment D Residential 60% 0.185
Lots 15 to 17
Catchment E Residential 60% 0.439
Lots 1 to 5 + road reserve
Catchment F Residential 60% 0.281
Lots 6, 7, part of 9, & 10 + road reserve
TOTAL 1.77ha
4.2.2 Treatment Nodes
The “MUSIC Modelling Guidelines for South East Queensland” Version 1.0 prepared by Water
by Design and dated December 2010 has been used to set the rainfall runoff parameters and
pollutant export parameters for the site.
The land use type used for this model was “Urban Residential” and the values in the guideline
shown in Table 3.7 and Table 3.8 of the guidelines have been used in this model. Figure 4.1
shows the MUSIC Model layout for the site. Refer to IPWEAQ standard drawings WSUD 001 &
WSUD 003 (See Appendix B)
Treatment nodes proposed:
1. Bioretention Basin (BB4):
a. Located in Parkland.
b. It is 150m2 in total area (at the extended detention depth) with a filter area of
120m2.
c. Filter layer depth of 0.4m and an extended detention depth of 0.15m.
d. Submerged zone with carbon present to a depth of 0.15m.
e. The size and depth of the systems have been designed in accordance with
Water by Design Guidelines.
2. Roadside Bio Pods (BB1, BB2, BB3)
a. Located in road reserve
b. Designed to have filter areas of 7.5m2, 25m2 and 40m2 respectively.
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2035 2 Pearsons Road IWMP – Revision 2 February 2021
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c. Filter layer depth of 0.4m and extended detention depth of 0.2m.
d. The size and depth of the systems have been designed in accordance with
Water by Design Guidelines.
3. Tree Pits (TP1, TP2, TP3):
a. Placed in catchment E.
b. 1.5m2 filter area each.
c. Filter layer depth of 0.4m and an extended detention depth of 0.1m.
d. These tree pits have been designed in accordance with IPWEAQ DS-077 and
DS-078 (see Appendix C).
4.2.3 Rainfall Data
The meteorological data used for the MUSIC Model was the data for Cooroy from 01/01/73 –
31/12/83.
The mean Annual Rainfall for Cooroy 1973 – 1983 = 1600mm
The MUSIC Modelling Guidelines for South East Queensland – Version 1 December 2010
details that Cooroy data for 1973 to 1983 should be used.
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2035 2 Pearsons Road IWMP – Revision 2 February 2021
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4.3 MUSIC Modelling Results
The MUSIC modelling program has been used to investigate the performance of various
treatment options in the treatment train. MUSIC version 6.3 is the current version and capable
of incorporating rainwater re-use in the model. These features have been used in making
comparisons between different stormwater management systems for this report.
4.3.1 Water Quality Objectives
This model meets the pollution load reduction target as detailed in the State Planning Policy
2017 (Appendix 2: Table B). The following have been included in Appendix A.
The treatment train effectiveness for the system.
The MUSIC Version 6.3 Summary Report.
The information above indicates that the new carpark, sealing, footpaths, and associated
landscaping with the proposed stormwater treatment train will achieve reductions in pollutant
loads as detailed in Table 4.2 below.
TABLE 4.2: COMPARISON OF LOAD REDUCTIONS
Parameter MUSIC POLLUTANT LOAD
REDUCTION REDUCTION
RESULT TARGETS
(Source: SPP 2017)
Flow 3.5%
Total Suspended Solids 83% 80%
Total Phosphorus 57% 60%
Total Nitrogen 50% 45%
Gross Pollutants >5mm 100% 90%
4.3.2 Assessment of Results
The developed site has been modelled as a series of Urban Residential sub-catchments, which
incorporate Water Sensitive Urban Design (WSUD) treatment trains. Plan No 2035-01 to 03
Revision C shows the proposed location of the treatment system - BB4, BB1, BB2, BB3,TP1,
TP2 and TP3.
The reductions listed in Table 4.2 above generally comply with Council’s requirements, Water
by Design Deemed to Comply Solutions and the State Planning Policy December 2013 –
Appendix 2, Table B. except for Total Phosphorus being 3% lower than the pollutant load
reduction target of 60%. Total Phosphorus result for the site discharging into the tributary is
57% - which is considered suitable as the target is 60% and the result is within acceptable
model error. Further polishing can be expected from overland flow thru densely vegetated
buffer.
Therefore, it is considered that the proposed stormwater treatment system is currently sufficient
to reduce the pollutants prior to exiting the site and entering the tributaries of the Six Mile Creek.
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4.4 TREATMENT DEVICES DESIGN DETAILS
Below in Table 4.3 are general design details for the Conventional Bioretention Systems.
TABLE 4.3: Design Features of Stormwater Treatment Systems
Filter Overall Total Filter Transition Extended Submerged
SYSTEM S.A. S.A. Depth Depth Drainage Detention Zone with
(m2) (m2) (m) (m) Layers (m) Depth (m) Carbon (m)
Bio Basin
120 150 0.95 0.4 0.4 0.15 0.15
BB4
Bio Pod
7.5 7.5 0.85 0.4 0.25 0.2 n/a
BB1
Bio Pod
25 25 0.85 0.4 0.25 0.2 n/a
BB2
Bio Pod
10 10 0.85 0.4 0.25 0.2 n/a
BB3
Tree pits 1.5 1.5 0.75 0.4 0.25 0.1 n/a
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5.0 FLOODING ASSESSMENT SUMMARY
Refer to Flood Assessment Report Revision 1 for detailed flood assessment. See also Plan
2035-01 Revision C showing approximate Q100 inundation line. Below summarises the
findings of the flood assessment.
5.1 Existing Conditions
The site is traversed by one tributary of Six Mile Creek; refer to plan 2035-01 Revision C.
The site is subject to floodwaters from the adjacent watercourse and the Q100 year ARI flood
levels (see plan 2035-01 Revision C).
5.2 Proposed Drainage System and Flood Implications
The proposed residential lots front the creek’s floodway will have at least 1.0 metre freeboard to
the Year 2100 1%AEP flood level and the proposed development will therefore be adequately
flood-immune, even with a 20% impost on the design rainfalls for future climate change.
The small intrusion of the outer batter of the basin into the floodway will depreciate the Year
2100 1%AEP floodway storage by about 2 cubic metres, which should have practically no
impact on the Year 2100 1%AEP flood profile, however the area over the sewer adjacent the
bio basin will be scalloped out 3.4L x 3.0W x 0.2D to compensate.
The required 100 year stormwater detention volume of 398m3 can be achieved, within the site’s
constraints, by two facilities – a 384m3 open basin and a 22m3 enlargement of the main
stormwater pipe. A more complex modelling procedure at the Operational Works stage, using
the Bureau of Meteorology’s 2016 design rainfall data, could result in a slightly smaller
detention volume.
The open basin will have a 100 year water depth of 1.00 metres. The freeboard of 0.25 metres
to the embankment crest will be sufficient to contain the inflows from a greenhouse-induced 20
percent increase in storm rainfall intensities.
See the Flood Study report for further details on flood modelling results.
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6.0 CONCLUSIONS & RECOMMENDATIONS
An integrated water management approach has been used to assess the site’s stormwater
requirements and water management needs. In summary:
The proposed reconfiguration at 2 Pearsons Road from one (1) lot into eighteen (18) lots
plus the balance park lot, can be treated by a stormwater treatment train consisting of:
o One Bioretention Basin (BB4)
o Three roadside Bio Pods (BB1 to BB3)
o Three tree pits (TP1 to TP3)
This proposed stormwater treatment train achieves the current best practice load based
reduction targets as prescribed in State Planning Policy 2017 (Appendix 2: Table B)
The new lots have sufficient flood free areas to build residential infrastructure in
accordance with Council’s requirements.
The increased flood storage achieved with the measures:
o Detention volume in detention basin, and
o Detention in the main stormwater pipe.
The riparian re-vegetation will be carried out as necessary,and freehold land is elevated
well above flood levels.
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APPENDIX A - MUSIC Results
A
2035 2 Pearsons Road IWMP – Revision 2 February 2021
Page 21
Source nodes
CMT B
CMT F CMT A CMT D CMT E1 (Existing CMT E3 CMT E4 CMT E2 CMT E5 CMT C1
CMT C (0.108ha)
(0.28ha) (0.819ha) (0.185ha) (0.043ha) Residences) (0.074ha) (0.126ha) (0.196ha) (0.112ha) (0.077ha)
Location (0.488ha)
ID 1 2 3 7 8 9 13 14 15 16 19
UrbanSourceN UrbanSourceN UrbanSourceN UrbanSource UrbanSourceN UrbanSourceN UrbanSource UrbanSource UrbanSourceN UrbanSource
UrbanSourceNode
Node Type ode ode ode Node ode ode Node Node ode Node
Zoning Surface Type Residential Residential Residential Residential Residential Residential Residential Residential Residential Residential Residential
Total Area (ha) 0.108 0.28 0.189 0.185 0.043 0.488 0.074 0.126 0.196 0.112 0.077
Area Impervious (ha) 0.064739309 0.168664327 0.114252243 0.110896039 0.025775836 0.292525769 0.044358416 0.075529194 0.117489858 0.067137062 0.04615673
Area Pervious (ha) 0.043260691 0.111335673 0.074747757 0.074103961 0.017224164 0.195474231 0.029641584 0.050470806 0.078510142 0.044862938 0.03084327
Field Capacity (mm) 200 200 200 200 200 200 200 200 200 200 200
Pervious Area Infiltration Capacity coefficient - a 211 211 211 211 211 211 211 211 211 211 211
Pervious Area Infiltration Capacity exponent - b 5 5 5 5 5 5 5 5 5 5 5
Impervious Area Rainfall Threshold (mm/day) 1 1 1 1 1 1 1 1 1 1 1
Pervious Area Soil Storage Capacity (mm) 500 500 500 500 500 500 500 500 500 500 500
Pervious Area Soil Initial Storage (% of Capacity) 10 10 10 10 10 10 10 10 10 10 10
Groundwater Initial Depth (mm) 50 50 50 50 50 50 50 50 50 50 50
Groundwater Daily Recharge Rate (%) 28 28 28 28 28 28 28 28 28 28 28
Groundwater Daily Baseflow Rate (%) 27 27 27 27 27 27 27 27 27 27 27
Groundwater Daily Deep Seepage Rate (%) 0 0 0 0 0 0 0 0 0 0 0
Stormflow Total Suspended Solids Mean (log mg/L) 2.18 2.18 2.19 2.18 2.18 2.18 2.18 2.18 2.18 2.18 2.18
Stormflow Total Suspended Solids Standard Deviation (log mg/L) 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39
Stormflow Total Suspended Solids Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
Stormflow Total Suspended Solids Serial Correlation 0 0 0 0 0 0 0 0 0 0 0
Stormflow Total Phosphorus Mean (log mg/L) -0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47
Stormflow Total Phosphorus Standard Deviation (log mg/L) 0.31 0.32 0.31 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32
Stormflow Total Phosphorus Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
Stormflow Total Phosphorus Serial Correlation 0 0 0 0 0 0 0 0 0 0 0
Stormflow Total Nitrogen Mean (log mg/L) 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26
Stormflow Total Nitrogen Standard Deviation (log mg/L) 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23
Stormflow Total Nitrogen Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
Stormflow Total Nitrogen Serial Correlation 0 0 0 0 0 0 0 0 0 0 0
Baseflow Total Suspended Solids Mean (log mg/L) 1 1 1 1 1 1 1 1 1 1 1
Baseflow Total Suspended Solids Standard Deviation (log mg/L) 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34
Baseflow Total Suspended Solids Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
Baseflow Total Suspended Solids Serial Correlation 0 0 0 0 0 0 0 0 0 0 0
Baseflow Total Phosphorus Mean (log mg/L) -0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97
Baseflow Total Phosphorus Standard Deviation (log mg/L) 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31
Baseflow Total Phosphorus Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
Baseflow Total Phosphorus Serial Correlation 0 0 0 0 0 0 0 0 0 0 0
Baseflow Total Nitrogen Mean (log mg/L) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Baseflow Total Nitrogen Standard Deviation (log mg/L) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Baseflow Total Nitrogen Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
Baseflow Total Nitrogen Serial Correlation 0 0 0 0 0 0 0 0 0 0 0
Flow based constituent generation - enabled Off Off Off Off Off Off Off Off Off Off Off
Flow based constituent generation - flow file
Flow based constituent generation - base flow column
Flow based constituent generation - pervious flow column
Flow based constituent generation - impervious flow column
Flow based constituent generation - unit
OUT - Mean Annual Flow (ML/yr) 1.19 3.1 2.09 2.05 0.475 5.4 0.818 1.39 2.17 1.24 0.851
OUT - TSS Mean Annual Load (kg/yr) 251 647 445 429 100 1.10E+03 171 293 456 258 179
OUT - TP Mean Annual Load (kg/yr) 0.49 1.29 0.864 0.875 0.198 2.29 0.343 0.588 0.915 0.531 0.364
OUT - TN Mean Annual Load (kg/yr) 2.46 6.38 4.34 4.23 0.979 11.2 1.7 2.9 4.45 2.56 1.76
OUT - Gross Pollutant Mean Annual Load (kg/yr) 28.5 73.8 49.8 48.8 11.3 129 19.5 33.2 51.7 29.5 20.3
Rain In (ML/yr) 1.71848 4.45531 3.00734 2.94369 0.684209 7.76497 1.17748 2.00489 3.11872 1.78212 1.22521
ET Loss (ML/yr) 0.522228 1.35393 0.9139 0.894556 0.207923 2.3597 0.357823 0.609266 0.947745 0.541569 0.37233
Deep Seepage Loss (ML/yr) 0 0 0 0 0 0 0 0 0 0 0
Baseflow Out (ML/yr) 0.092152 0.238912 0.161266 0.157853 0.0366902 0.41639 0.0631412 0.107511 0.167239 0.0955649 0.0657009
Imp. Stormflow Out (ML/yr) 0.949499 2.46167 1.66162 1.62646 0.378041 4.29033 0.650582 1.10775 1.72316 0.984665 0.676958
Perv. Stormflow Out (ML/yr) 0.152611 0.395657 0.267069 0.261416 0.0607616 0.689574 0.104567 0.178046 0.27696 0.158263 0.108806
Total Stormflow Out (ML/yr) 1.10211 2.85732 1.92869 1.88787 0.438803 4.9799 0.755148 1.28579 2.00012 1.14293 0.785764
Total Outflow (ML/yr) 1.19426 3.09623 2.08996 2.04573 0.475493 5.39629 0.81829 1.3933 2.16736 1.23849 0.851465
Change in Soil Storage (ML/yr) 0.00198782 0.00515355 0.00347864 0.00340509 0.000791455 0.008982 0.001362 0.00231909 0.00360755 0.00206145 0.00141727
TSS Baseflow Out (kg/yr) 1.25716 3.25962 2.18983 2.15343 0.497436 5.65245 0.856383 1.45787 2.27346 1.29284 0.896293
TSS Total Stormflow Out (kg/yr) 249.867 643.757 443.276 427.109 99.7835 1094.32 170.365 291.446 453.681 256.922 177.769
TSS Total Outflow (kg/yr) 251.124 647.016 445.466 429.262 100.281 1099.97 171.221 292.904 455.954 258.215 178.666
TP Baseflow Out (kg/yr) 0.0127256 0.033076 0.0223424 0.0217521 0.00506355 0.0575111 0.00870209 0.0148268 0.0231238 0.0131656 0.00905364
TP Total Stormflow Out (kg/yr) 0.477161 1.25307 0.8412 0.853582 0.192747 2.23175 0.334221 0.573195 0.89162 0.518233 0.355275
TP Total Outflow (kg/yr) 0.489887 1.28615 0.863542 0.875334 0.19781 2.28926 0.342923 0.588021 0.914744 0.531399 0.364328
TN Baseflow Out (kg/yr) 0.162265 0.420545 0.283867 0.278673 0.0646354 0.73291 0.111499 0.189685 0.294941 0.168281 0.115989
TN Total Stormflow Out (kg/yr) 2.30054 5.95985 4.06045 3.94714 0.914173 10.4518 1.58411 2.70939 4.15362 2.38789 1.64286
TN Total Outflow (kg/yr) 2.46281 6.38039 4.34432 4.22581 0.978809 11.1847 1.69561 2.89908 4.44856 2.55617 1.75885
GP Total Outflow (kg/yr) 28.8672 74.8409 50.5176 49.4484 11.4934 130.437 19.7794 33.6784 52.3886 29.9364 20.5812
No Imported Data Source nodes
USTM treatment nodes
Location BB4 - Park (120m2) 25m2BB2 TP3 TP2 TP1 40m2 BB3 BB1 (7.5m2)
ID 4 6 10 11 12 17 18
BioRetentionN BioRetentionN BioRetentionN BioRetention BioRetentionN BioRetentionN
BioRetentionNodeV4
Node Type odeV4 odeV4 odeV4 NodeV4 odeV4 odeV4
Lo-flow bypass rate (cum/sec) 0 0 0 0 0 0 0
Hi-flow bypass rate (cum/sec) 100 100 100 100 100 100 100
Inlet pond volume
Area (sqm) 150 25 1.5 1.5 1.5 40 7.5
Page 22
Initial Volume (m^3)
Extended detention depth (m) 0.15 0.2 0.1 0.1 0.1 0.2 0.2
Number of Rainwater tanks
Permanent Pool Volume (cubic metres)
Proportion vegetated
Equivalent Pipe Diameter (mm)
Overflow weir width (m) 2 1 0.2 0.2 0.2 1 1
Notional Detention Time (hrs)
Orifice Discharge Coefficient
Weir Coefficient 1.7 1.7 1.7 1.7 1.7 1.7 1.7
Number of CSTR Cells 3 3 3 3 3 3 3
Total Suspended Solids - k (m/yr) 8000 8000 8000 8000 8000 8000 8000
Total Suspended Solids - C* (mg/L) 20 20 20 20 20 20 20
Total Suspended Solids - C** (mg/L)
Total Phosphorus - k (m/yr) 6000 6000 6000 6000 6000 6000 6000
Total Phosphorus - C* (mg/L) 0.13 0.13 0.13 0.13 0.13 0.13 0.13
Total Phosphorus - C** (mg/L)
Total Nitrogen - k (m/yr) 500 500 500 500 500 500 500
Total Nitrogen - C* (mg/L) 1.4 1.4 1.4 1.4 1.4 1.4 1.4
Total Nitrogen - C** (mg/L)
Threshold Hydraulic Loading for C** (m/yr)
Horizontal Flow Coefficient 3 3 3 3 3 3 3
Reuse Enabled Off Off Off Off Off Off Off
Max drawdown height (m)
Annual Demand Enabled Off Off Off Off Off Off Off
Annual Demand Value (ML/year)
Annual Demand Distribution
Annual Demand Monthly Distribution: Jan
Annual Demand Monthly Distribution: Feb
Annual Demand Monthly Distribution: Mar
Annual Demand Monthly Distribution: Apr
Annual Demand Monthly Distribution: May
Annual Demand Monthly Distribution: Jun
Annual Demand Monthly Distribution: Jul
Annual Demand Monthly Distribution: Aug
Annual Demand Monthly Distribution: Sep
Annual Demand Monthly Distribution: Oct
Annual Demand Monthly Distribution: Nov
Annual Demand Monthly Distribution: Dec
Daily Demand Enabled Off Off Off Off Off Off Off
Daily Demand Value (ML/day)
Custom Demand Enabled Off Off Off Off Off Off Off
Custom Demand Time Series File
Custom Demand Time Series Units
Filter area (sqm) 120 25 1.5 1.5 1.5 40 7.5
Filter perimeter (m) 44 0.01 4.8 4.8 4.8 0.01 16
Filter depth (m) 0.4 0.4 0.4 0.4 0.4 0.4 0.4
Filter Median Particle Diameter (mm)
Saturated Hydraulic Conductivity (mm/hr) 250 250 250 250 250 250 200
Infiltration Media Porosity 0.35 0.35 0.35 0.35 0.35 0.35 0.35
Length (m)
Bed slope
Base Width (m)
Top width (m)
Vegetation height (m)
Vegetated with Vegetated with Vegetated with Vegetated Vegetated with Vegetated with
Vegetated with Effective Effective Effective with Effective Effective Effective
Effective Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient
Removal Plants Removal Removal Removal Removal Removal Removal
Vegetation Type Plants Plants Plants Plants Plants Plants
Total Nitrogen Content in Filter (mg/kg) 800 400 400 400 400 400 400
Orthophosphate Content in Filter (mg/kg) 50 50 50 50 50 50 50
Is Base Lined? No No No Yes Yes No No
Is Underdrain Present? Yes Yes Yes Yes Yes Yes Yes
Is Submerged Zone Present? Yes No No No No No No
Submerged Zone Depth (m) 0.15
B for Media Soil Texture 13 13 13 13 13 13 13
Proportion of upstream impervious area treated
Exfiltration Rate (mm/hr) 0.36 0.36 0.36 3.6 3.6 0.36 0.36
Evaporative Loss as % of PET 100 100 100 100 100 100 100
Depth in metres below the drain pipe
TSS A Coefficient
TSS B Coefficient
TP A Coefficient
TP B Coefficient
TN A Coefficient
TN B Coefficient
Sfc 0.61 0.37 0.37 0.37 0.37 0.37 0.37
S* 0.37 0.22 0.22 0.22 0.22 0.22 0.22
Sw 0.11 0.11 0.11 0.11 0.11 0.11 0.11
Sh 0.05 0.05 0.05 0.05 0.05 0.05 0.05
Emax (m/day) 0.008 0.008 0.008 0.008 0.008 0.008 0.008
Ew (m/day) 0.001 0.001 0.001 0.001 0.001 0.001 0.001
IN - Mean Annual Flow (ML/yr) 20.5 2.09 0.818 2.17 0.475 1.19 3.1
IN - TSS Mean Annual Load (kg/yr) 3.03E+03 445 171 456 100 251 647
IN - TP Mean Annual Load (kg/yr) 6.83 0.864 0.343 0.915 0.198 0.49 1.29
IN - TN Mean Annual Load (kg/yr) 35.5 4.34 1.7 4.45 0.979 2.46 6.38
IN - Gross Pollutant Mean Annual Load (kg/yr) 260 49.8 19.5 51.7 11.3 28.5 73.8
Page 23
OUT - Mean Annual Flow (ML/yr) OUT - TSS Mean Annual Load (kg/yr) OUT - TP Mean Annual Load (kg/yr) OUT - TN Mean Annual Load (kg/yr) OUT - Gross Pollutant Mean Annual Load (kg/yr) Flow In (ML/yr) ET Loss (ML/yr) Infiltration Loss (ML/yr) Low Flow Bypass Out (ML/yr) High Flow Bypass Out (ML/yr) Orifice / Filter Out (ML/yr) Weir Out (ML/yr) Transfer Function Out (ML/yr) Reuse Supplied (ML/yr) Reuse Requested (ML/yr) % Reuse Demand Met % Load Reduction TSS Flow In (kg/yr) TSS ET Loss (kg/yr) TSS Infiltration Loss (kg/yr) TSS Low Flow Bypass Out (kg/yr) TSS High Flow Bypass Out (kg/yr) TSS Orifice / Filter Out (kg/yr) TSS Weir Out (kg/yr) TSS Transfer Function Out (kg/yr) TSS Reuse Supplied (kg/yr) TSS Reuse Requested (kg/yr) TSS % Reuse Demand Met TSS % Load Reduction TP Flow In (kg/yr) TP ET Loss (kg/yr) TP Infiltration Loss (kg/yr) TP Low Flow Bypass Out (kg/yr) TP High Flow Bypass Out (kg/yr) TP Orifice / Filter Out (kg/yr) TP Weir Out (kg/yr) TP Transfer Function Out (kg/yr) TP Reuse Supplied (kg/yr) TP Reuse Requested (kg/yr) TP % Reuse Demand Met TP % Load Reduction TN Flow In (kg/yr) TN ET Loss (kg/yr) TN Infiltration Loss (kg/yr) TN Low Flow Bypass Out (kg/yr) TN High Flow Bypass Out (kg/yr) TN Orifice / Filter Out (kg/yr) TN Weir Out (kg/yr) TN Transfer Function Out (kg/yr) TN Reuse Supplied (kg/yr) TN Reuse Requested (kg/yr) TN % Reuse Demand Met TN % Load Reduction GP Flow In (kg/yr) GP ET Loss (kg/yr) GP Infiltration Loss (kg/yr) GP Low Flow Bypass Out (kg/yr) GP High Flow Bypass Out (kg/yr) GP Orifice / Filter Out (kg/yr) GP Weir Out (kg/yr) GP Transfer Function Out (kg/yr) GP Reuse Supplied (kg/yr) GP Reuse Requested (kg/yr) GP % Reuse Demand Met GP % Load Reduction PET Scaling Factor No Generic treatment nodes Other nodes Location ID Node Type IN - Mean Annual Flow (ML/yr) IN - TSS Mean Annual Load (kg/yr) IN - TP Mean Annual Load (kg/yr) IN - TN Mean Annual Load (kg/yr) IN - Gross Pollutant Mean Annual Load (kg/yr) OUT - Mean Annual Flow (ML/yr) OUT - TSS Mean Annual Load (kg/yr) OUT - TP Mean Annual Load (kg/yr) OUT - TN Mean Annual Load (kg/yr) OUT - Gross Pollutant Mean Annual Load (kg/yr) % Load Reduction TSS % Load Reduction TN % Load Reduction 20 759 3.79 21.6 0 20.5342 0.181238 0.317339 0 0 12.8689 7.17661 0 0 0 0 2.38022 3029.27 0 0.850307 0 0 26.7749 732.524 0 0 0 0 74.9346 6.82827 0 0.0438055 0 0 1.76877 2.02332 0 0 0 0 44.4648 35.4634 0 0.194368 0 0 7.83796 13.7235 0 0 0 0 39.2008 260.436 eccocoec oOo OC OC 100 Receiving Node - Tributary of Six Mile Ck 5 ReceivingNode 20 759 3.79 21.6 0 20 759 3.79 21.6 3.46 82.5 49.8 2.02 53.9 0.287 1.85 0 2.08931 0.0379769 0.0344119 0 0 1.58966 0.427441 0 0 0 0 3.45612 445.117 0 0.0762158 0 0 3.44935 50.4669 0 0 0 0 87.8872 0.863088 0 0.00344918 0 0 0.15799 0.128857 0 0 0 0 66.765 4.3424 0 0.0207562 0 0 0.968674 0.886087 0 0 0 0 57.2872 49.8195 0 cooeooO oO oC Oe 100 Junction 20 JunctionNode 20.5 3.03E+03 6.83 35.5 260 20.5 3.03E+03 6.83 35.5 260 1.05 30 17.3 0.813 86.2 0.218 1.28 0 0.818026 0.00228964 0.00251218 0 0 0.279 0.534393 0 0 0 0 0.566297 171.093 0 0.019481 0 0 0.576348 85.6006 0 0 0 0 49.6314 0.342749 0 0.000272545 0 0 0.0273276 0.190954 0 0 0 0 36.3144 1.69494 0 0.00175245 0 0 0.170883 1.10996 0 0 0 0 24.4313 19.5055 0 cooa OOO Oe 100 2.16 0.472 317 39.2 0.713 0.109 3.82 0.661 0 0 2.16649 0.475235 0.00229718 0.00228473 0.00280409 0.00108364 0 0 0 0 0.435785 0.212325 1.72591 0.259518 0 0 0 0 0 0 0 0 0.221162 0.713714 455.591 100.205 0 0 0.305057 0.0881812 0 0 0 0 0.864677 0.446709 316.419 38.725 0 0 0 0 0 0 0 0 30.3577 60.9084 0.914255 0.197707 0 0 0.000801455 0.000263818 0 0 0 0 0.0421992 0.0209125 0.670905 0.0876105 0 0 0 0 0 0 0 0 22.0016 45.1091 4.44659 0.978376 0 0 0.00566582 0.00216691 0 0 0 0 0.268033 0.12993 3.55057 0.531382 0 0 0 0 0 0 0 0 14.123 32.4072 51.6643 11.334 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 1.09 8.15 0.12 0.76 0 1.19396 0.0596092 0.048176 0 0 1.01539 0.0706944 0 0 0 0 9.03505 250.925 0 0.11079 0 0 2.25924 5.88833 0 0 0 0 96.753 0.489616 0 0.00488191 0 0 0.101695 0.0179385 0 0 0 0 75.5659 2.46177 0 0.0290887 0 0 0.615407 0.144073 0 0 0 0 69.1491 28.4679 0 cooa OOO Oe 100 3.07 268 0.739 4.49 0 3.09487 0.0114585 0.0126232 0 0 1.26531 1.80634 0 0 0 0 0.750195 646.546 0 0.110717 0 0 2.58567 265.669 0 0 0 0 58.5095 1.28546 0 0.00139364 0 0 0.123561 0.615028 0 0 0 0 42.543 6.37774 0 0.00904655 0 0 0.772563 3.71689 0 0 0 0 29.6075 73.8019 0 cooeooO oO oC Oe 100
Page 24
TP % Load Reduction 56.6 21.8
GP % Load Reduction 100 47.4
Links
Drainage
Location Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link
Link
Source node ID 3 8 15 13 4 2 1 9 19 7 12
Target node ID 6 12 11 10 5 18 17 20 20 20 20
Muskingum-Cunge Routing Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed
Muskingum K
Muskingum theta
IN - Mean Annual Flow (ML/yr) 2.09 0.475 2.17 0.818 20 3.1 1.19 5.4 0.851 2.05 0.472
IN - TSS Mean Annual Load (kg/yr) 445 100 456 171 759 647 251 1.10E+03 179 429 39.2
IN - TP Mean Annual Load (kg/yr) 0.864 0.198 0.915 0.343 3.79 1.29 0.49 2.29 0.364 0.875 0.109
IN - TN Mean Annual Load (kg/yr) 4.34 0.979 4.45 1.7 21.6 6.38 2.46 11.2 1.76 4.23 0.661
IN - Gross Pollutant Mean Annual Load (kg/yr) 49.8 11.3 51.7 19.5 0 73.8 28.5 129 20.3 48.8 0
OUT - Mean Annual Flow (ML/yr) 2.09 0.475 2.17 0.818 20 3.1 1.19 5.4 0.851 2.05 0.472
OUT - TSS Mean Annual Load (kg/yr) 445 100 456 171 759 647 251 1.10E+03 179 429 39.2
OUT - TP Mean Annual Load (kg/yr) 0.864 0.198 0.915 0.343 3.79 1.29 0.49 2.29 0.364 0.875 0.109
OUT - TN Mean Annual Load (kg/yr) 4.34 0.979 4.45 1.7 21.6 6.38 2.46 11.2 1.76 4.23 0.661
OUT - Gross Pollutant Mean Annual Load (kg/yr) 49.8 11.3 51.7 19.5 0 73.8 28.5 129 20.3 48.8 0
Catchment Details
2PearsonsRd_18lots
Catchment Name _1Feb2021
Timestep 6 Minutes
Start Date 1/01/1973
End Date 31/12/1983 23:54
Rainfall Station 40059 COOROY
User-defined
ET Station monthly PET
Mean Annual Rainfall (mm) 1595
Mean Annual ET (mm) 1631
Page 25
Drainage Link 1 20 Not Routed 2.16 317 0.713 3.82 2.16 317 0.713 3.82 Drainage Link 10 20 Not Routed 0.813 86.2 0.218 1.28 0.813 86.2 0.218 1.28 Drainage Link 14 20 Not Routed 1.39 293 0.588 29 33.2 1.39 293 0.588 29 33.2 Drainage Link 18 20 Not Routed 3.07 268 0.739 4.49 3.07 268 0.739 4.49 Drainage Link 16 20 Not Routed 1.24 258 0.531 2.56 29.5 1.24 258 0.531 2.56 29.5 Drainage Link 20 4 Not Routed 20.5 3.03E+03 6.83 35.5 260 20.5 3.03E+03 6.83 35.5 260 Drainage Link 6 20 Not Routed 2.02 53.9 0.287 1.85 2.02 53.9 0.287 1.85 Drainage Link 17 20 Not Routed 1.09 8.15 0.12 0.76 1.09 8.15 0.12 0.76
Page 26
Callaghan & Toth
APPENDIX B - IPWEAQ Standard Drawings
B
2035 2 Pearsons Road IWMP – Revision 2 February 2021
Page 27
Field inlet Type 1 without
concrete apron as per
(IPWEAQ Std Dwg D—-0050)
Filter cloth, refer note 4 or organic
geotextile matting fixed to perimeter of pit
to avoid runnelling of water between pit
and soil interface. 300 wide, 100 cover
Extended detention depth 100 to
Bioretention basin finished surface level,
refer project drawings and notes 6 and 7
refer project drawings for depth
Transition layer — coarse sand,
Refer note 1
——— Drainage layer — fine aggregate,
Posy 300 (typically 300), refer project
drawings
782 Vegetated surface,
4 ol | Slo refer iy 7
v ” “\/ Bf \/ ——— Mulch layer, 50-75
. v > VY refer note 5
itr , Overflow pit L ~~
y
I >
Ivo vy
Filter cloth to extend |
500 up batter under | > ——— Filter media — loamy sand,
topsoil pinned to batter, vy .
refer note 4 I. , Pipe sealed “90 MIN. cover of drainage layer 500 (typical), 400 MIN
| » into pit (fine aggregate) over subsoil
' ° drainage pipe
Ie ’ =——— constant depth — 100,
{ r yA nom. size 0.5-2.0
\-°
¥ flow Under—drain, refer note 2 constant depth — 200,
yoy ot ee nom. size 2-5
| a Basin base to grade at 0.5% MIN,
* refer note 6
NOTES:
Bioretention media specification shall be in accordance with the Facility for
Filter cloth, refer note 4
BIORETENTION BASIN OVERFLOW PIT DETAIL
Advancing Biofiltration 4. Filter cloth — non-woven geotextile.
Filter cloth not to be placed between any filter layers.
"Guidelines for Soil Filter Media in Bioretention Systems”.
accordance with the Facility for Advancing Biofiltration ’Practice Note 1:
Bioretention hydraulic conductivity shall be in
In Situ Measurement of
Hydraulic Conductivity”. The number of samples to be tested shall be in accordance with the "Water
Sensitive Urban Design Construction and Establishment Guidelines — Swales, Bioretention Systems and
Wetlands (Water by Design).
2. Under—drain: slotted rigid pipe (uPVC or similar to AS 2439.1) or approved equivalent, 0.5% MIN. grade.
Impervious
liner may be required subject to soil testing requirements in accordance with the "Water Sensitive
Urban Design Technical Design Guidelines” (Water by Design).
"Water Sensitive Urban Design Construction and
Refer project drawings for diameter and invert level (Typically 100-150).
Surface to be mulched and planted as per
Establishment Guidelines — Swales, Bioretention Systems and Wetlands” (Water by Design) must be
with a filter sock surrounding pipe. Under—drainage pipes shall be sealed into pits using grout or other
approved watertight seal.
3. Refer to project drawings for vegetated batter slopes (1 in 3 MAX, 1 in 4 typical) and batter topsoil
requirements.
achieved. Construction tolerances must be noted on project plans. Invert levels of pits, pipes and base
Refer landscape drawings for plant specification. Plant specification and density shall be in accordance
with the "Water Sensitive Urban Design Technical Design Guidelines” (Water by Design).
5. Basin finished surface level is top of filter media.
landscape drawings.
6. Construction tolerances as documented in the
Pipe should not be installed
levels must be noted on project drawings.
7.
8. All dimensions are in millimetres unless otherwise noted.
These drawings have been developed in consultation between the participating councils.
BEFORE USE, the user shall confirm that the drawing has been adopted by the appropriate council
13/01/2010
ORIGINAL _ISSUE
2>
DATE.
REVISIONS.
Q
INSTITUTE OF PUBLIC WORKS ENGINEERING AUSTRALIA
QUEENSLAND DIMISION INC.
STANDARD DRAWINGS
BIORETENTION STANDARD PROFILE
OVERFLOW PIT
DRAWING No.
WSUD-001
2-T TTT]
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NOTES: Bioretention media specification shall be in accordance with the Facility for Advancing Biofiltration "Guidelines for Soil Filter Media in Bioretention Systems”. Bioretention hydraulic conductivity shall be in accordance with the Facility for Advancing Biofiltration "Practice Note 1: In Situ Measurement of Hydraulic Conductivity”. The number of samples to be tested shall be in accordance with the "Water Sensitive Urban Design Construction and Establishment Guidelines — Swales, Bioretention Systems and Wetlands” (Water by Design). 2. Under—drain: slotted rigid pipe (uPVC or similar to AS 2439.1) or approved equivalent, 0.5% MIN. grade. Refer project drawings for diameter and invert level (typically @100-150). Pipe joins should be glued using plumbing cement. Pipe should not be installed with a filter sock surrounding pipe. Under—drainage pipes shall be sealed into pits using grout or other approved watertight seal. 3. Refer to project drawings for vegetated batter slopes (1 in 3 MAX, 1 in 4 typical) and batter topsoil requirements. 4. Filter cloth — non-woven geotextile. Filter cloth not to be placed between any filter layers. Impervious liner may be required subject to soil testing requirements in accordance with the ‘Water Sensitive Urban Design Technical Design Guidelines” (Water by Design). 5. Basin finished surface level is top of filter media. Surface to be mulched and planted as per landscape drawings. 6. Construction tolerances as documented in the "Water Sensitive Urban Design Construction and Establishment Guidelines — Swales, Bioretention Systems and Wetlands” (Water by Design) must be achieved. Construction tolerances must be noted on project plans. Invert levels of pits and pipes and base levels must be shown on project drawings. 7. Refer landscape drawings for plant specification. Plant specification and density shall be in accordance with the "Water Sensitive Urban Design Technical Design Guidelines” (Water by Design). 8. All dimensions are in millimetres unless otherwise C.l. cap. extend cap to approx. 150 above ees basin surface YW V/ Subsoil drain cleanout — pvc pipe (non slotted) and connector cleanouts at head of subsoil drain 4S ‘Y’ branch Refer note 2 Provide locking function or secure cap with screws V/ fer No te 3 \ [p Filter cloth extend 500mm up batter under topsoil pinned to batter, refer note 4. Mulch layer — 50-75, refer note 5 Bioretention basin finished surface level, refer project drawings and notes 5 and 7 |\~——— Filter media — loamy sand, refer project drawings for depth, 500 (typical) 400 MIN Transition layer — coarse sand, constant depth — 100, refer note 1 135° Bend, refer note 2 | nom. size 0.5-2.0 k——— Drainage layer — fine aggregate, constant depth — 200, nom. size 2-5 Provide end cap at head of subsoil drain Filter cloth, refer note 4 | | —DRAI T — | l Provide locking function or C.l. cap. extend cap to \Besin base to grade at 0.5% MIN to overflow pit, refer note 6 50 MIN cover of drainage layer (fine aggregate) over under drainage pipe Mulch layer — 50-75, secure cap with ene approx. 150 above batter surface ee Filter cloth extend 500 l~ up batter under topsoil pinned to batter, refer note 4 VV 135° Bend, Subsoil drain cleanout foe note 2 pvc pipe (non slotted) *Y’ branch, and connector cleanouts at head of subsoil drain refer note 2 —————_ _ _ refer note 5 Pw |I~_—— Filter media — loamy sand, refer project drawings for depth, 500 (typical) 400 MIN Bioretention basin finished surface level, refer project drawings and notes 6 and 7 Transition layer — coarse sand, constant depth — 100, refer note 1 Provide end cap at head l nom. size 0.5-2.0 <= Drainage layer — fine aggregate, of subsoil fone constant depth — 200, nom. size 2-5 Basin base to grade at 0.5% MIN to overflow pit, refer note 6 Filter cloth, refer note 4 a BIORETENTION UNDER—DRAIN CLEANOUT — IN BATTER 150 MIN cover of drainage layer (fine aggregate) over under drainage pipe noted. These drawings have been developed in consultation between the participating councils. BEFORE USE, the user shall confirm that the drawing has been adopted by the appropriate council INSTITUTE OF PUBLIC WORKS ENGINEERING AUSTRALIA BIORETENTION STANDARD PROFILE we Hy QUEENSLAND DIVISION INC. UNDERDRAIN CLEANOUT WSUD—003 = A 13, 1/2010 ORIGINAL ISSUE — STANDARD DRAWINGS La