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RFI - Attachment E - SWMP Callaghan and Toth
LOWER MILL SITE
CARPARK EXTENSIONS
STORMWATER TREATMENT AND WATER QUALITY
MANAGEMENT PLAN
FOR
NOOSA COUNCIL
REVISION 1
JULY 2020
Civil, Environmental &
Hydraulic Engineers
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Callaghan & Toth
DOCUMENT HISTORY
Document Reference: No: 2001_SWQMP_LowerMillSite.doc
Project Manager: Mitch Turner
Author: Jane Davissen BE (ENV)
Reviewer: Lex Toth NPER3 (ENV) (CIVIL) RPEQ 6069 CPESC
Client: Noosa Council
Contact Person: Mitch Turner
DISTRIBUTION LIST
POSITION ON
NAME ORGANIZATION MANAGEMENT TEAM REVISION REVISION REVISION
0 1 2
Mitch Turner Noosa Council Project Manager 1 1
Environmental / Civil
Lex Toth Callaghan & Toth 1 1
Engineers
Mark Lewis Noosa Council Assessment Officer 1 1
REVISION LIST
REVISION DATE DISTRIBUTED ISSUED BY CHECKED BY
0 6th February 2020 LT JD
rd
1 23 July 2020 JD LT
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
2020
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Callaghan & Toth
CONTENTS
1.0 SUMMARY ......................................................................................................................... 5
2.0 INTRODUCTION ............................................................................................................... 5
3.0 DESCRIPTION.................................................................................................................... 7
3.1 Contaminated Land: ......................................................................................................... 7
3.2 Proposed Works ............................................................................................................... 8
4.0 WATER QUALITY MANAGEMENT PLAN ................................................................. 10
4.1 Background Lower Mill Site Stormwater Management ................................................ 10
4.2 Proposed On-Site Stormwater Treatment Process ......................................................... 10
4.3 MUSIC Model ................................................................................................................ 11
4.3.1 Source Nodes .......................................................................................................... 11
4.3.2 Treatment Nodes ..................................................................................................... 12
4.3.3 Rainfall Data ........................................................................................................... 13
4.4 MUSIC Modelling Results ............................................................................................. 15
4.4.1 Water Quality Objectives ........................................................................................ 15
4.4.2 Assessment of Results............................................................................................. 15
5.0 FLOODING ASSESSMENT SUMMARY ....................................................................... 16
5.1 Existing Conditions ........................................................................................................ 16
5.2 Proposed Drainage System............................................................................................. 16
6.0 PROPOSED REMEDIATION OF STORMWATER DEVICES ..................................... 17
6.1 Biobasins ........................................................................................................................ 17
7 CONCLUSIONS & RECOMMENDATIONS ..................................................................... 18
APPENDIX A - MUSIC Results ............................................................................................ A
APPENDIX B - Site Management Plan – Contaminated Land .............................................. B
APPENDIX C - IPWEAQ Standard Drawings....................................................................... C
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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. Healthy Waterways (2006) Water Sensitive Urban Design Technical Design Guidelines
for South East Queensland
4. Queensland Development Code Part 4.3 (Oct 2008) Alternative Water Sources.
5. Water by Design, MUSIC Modelling Guidelines for South East Queensland – Version 1
(December 2010)
6. Water by Design, Deemed to Comply Solutions – Stormwater Quality Management
(South East Queensland), May 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.
8. Hydrology & Water Management Consulting(Oct 2019), Cooroy Hinterland Park Flood
Assessment (Ref:J00318R1V1)
LIST OF FIGURES
Figure 1.1 Site Location Plan……………………………………………………… 6
Plan No. 2001-01 Proposed Development Catchment Plan………...............................9
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……………………………………….17
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1.0 SUMMARY
The key points of this investigation are as follows:
1. Runoff from new sealed areas for access roads/driveway, car parks and landscaped
areas around the existing Lower Mill site buildings is to be cleaned of nutrients and
gross pollutants via the existing refurbished biobasins and existing and new grass
swale. Treated runoff is then released to existing outlets into the adjacent Cooroy Creek.
2. Pollutant loads from the development are to be attenuated.
3. The flood study detailed that filling for the new carpark areas will not affect flood levels in
the Cooroy Flood Study.
4. The proposed carpark on Lot 7 is no longer part of the proposal, and carparking will be
incorporated into the existing grassed area on Lot 5. This area is used informally for
carparking and will now be improved to provide 47 carparks.
2.0 INTRODUCTION
This Stormwater Quality Management Plan (SQMP) has been prepared as part of a Material
Change of Use application to Noosa Council. This SQMP is in accordance with:
1. Water Sensitive Design Code in the Noosa Plan, and
2. The latest Water Sensitive Urban Design Technical Design Guidelines for South East
Queensland, published by Health Waterways.
The proposed carparking and new access road works are located on Lot 5 SP213104 and Lot 7
SP173771 and the site is shown in Site Location Plan, Fig 1.1. The site is located at 4-8 Lower
Mill Road, Cooroy and the Cooroy Creek Bushland Reserve (Environmental Reserve 16 Lower
Mill Road, Cooroy).
This SQMP considers the new hardstand areas, including new access road/driveway, carparks,
and pathways, for the existing community uses at the Lower Mill site. The proposed new
carparks will also service the existing Library and the proposed new Hinterland Playground.
There is a total of 67 new carparks proposed in two locations at the Lower Mill site:
22 carparks adjacent the existing buildings on Lot 5 require formalisation with some
extension to existing asphalt or concrete; and
47 new carparks on Lot 5 in the raised grassed area north of the buildings.
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. There is an existing biobasin located on Lot 7 SP173771
which can accept the flows from the new hardstand areas for treatment. Two existing grass
swales will also treat runoff and one new grass swale will treat and convey flows to the existing
biobasin. These devices will enable the water quality objectives to be achieved.
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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2001 Lower Mill Carpark Extension SWMP July 2020
Page 6
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Callaghan & Toth
3.0 DESCRIPTION
The site currently consists of two lots, with Lot 5 SP213104 containing the Cooroora
Woodworkers Club building, the Lower Mill site building and the Cooroy Camphor Laurel Club
building. There are hardstand areas associated with these buildings including pathways, formal
and informal carparking areas, access driveways and garden areas. The new carparking area
is located on the raised grassed area to the north of hardstand areas adjacent to the buildings.
Lot 7 SP173771 is the Cooroy Creek bushland Reserve and is mostly vegetated with riparian
vegetation along Cooroy Creek. Lot 7 also contains an existing gravel access driveway and
turnaround area which is an informal carparking area during events. The existing biobasin is
located within Lot 7 and is contained within a drainage easement. This biobasin was
constructed when the Lot Reconfiguration of the Lower Mill site occurred. It is in need of
refurbishment as its design is no longer to current best practice design standards.
The sites are bounded by Cooroy Creek to the south, east and north-east and Lower Mill Road
to the west and Lot 4 SP173771 to the north – an industrial site.
3.1 Contaminated Land:
During previous development of the site, contaminated land issues have been addressed by
Council and managed in accordance with Site Management Plans (SMP).
It is our understanding that the current approved Site Management Plan dated 28 April 2008
(EPA File: 902326) for Lot 5 SP173771, Lot 7 SP173771, Lot 2 RP47020 and Lot 1 RP87371
(See Appendix B) is still current for management of the site.
These lots were part of the Boral Cooroy timber mill which operated from 1959 to 2001.
Previous contaminated land investigation identified a number of areas of contamination which
were treated and/or capped. Residual soil impact in locations F2 and F3 exceeded QLD EPA
EILS for arsenic, copper and chromium (III). Soil remediation works undertaken on Lot 7 in the
year 2000 included capping the area with 500mm clay layer. This clay capping layer had a
confirmed density ratio of 95.5%. This capping layer was covered by 100m of clean soil. One
of the capped areas on Lot 7, does not require any works and is being left in its current state.
The SMP states:
The existing capping is to remain in place, undisturbed, other than for the construction of
service trenches. In the event that the existing capping layers are disturbed or removed, a new
capping layer, or equal of better standard and designed to achieve the objectives of this SMP, is
to be installed.
The new swale may require excavation but is outside the capped area. Any excavation within
the capped area which needs to be managed in relation to the capped contaminated material
areas on Lot 7. As such the SMP states:
Any soil excavated on the site must be assessed for contaminants of concern to determine if
material is contaminated and to identify appropriate management and disposal/re-use options.
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3.2 Proposed Works
The overall proposal is to improve the public carparking on the site and to provide for future
parking for other adjacent community uses to the south of Cooroy Creek i.e. the library and the
proposed new Cooroy Hinterland Playground. The works involve:
Providing 47 new carparks (area to remain grassed and gravel) and sealed driveway
access in an area of informal carparking (gravel and grassed area) during events in
the area (on Lot 5),
Formalising existing sealed/gravelled areas into 22 new carparks (on Lot 5),
Retaining and shaping of existing turfed swale drain (on Lot 5),
Construction of one new grass swale to divert new carpark flows to the existing
biobasin (on Lot 7),
Sealing existing gravel driveway areas to a concrete driveway standard,
New sections of concrete pathway adjacent to the new carparks and connecting to
existing pathways;
Associated landscaping.
As a result of these works, new stormwater drainage and surface drainage treatment devices
are required. These new drainage systems are required to conform to Council’s Water Sensitive
Design Code and meet the Stormwater Management Design Objectives for stormwater quality
of the State Planning Policy. The existing biobasins will be refurbished, one existing grass
swale reshaped and one new grass swale will be constructed.
Refer to Plan 2001-01 Revision B which shows the stormwater quality management layout
proposed for the site.
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2001 Lower Mill Carpark Extension SWMP July 2020
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LOT 3 ON RP110206
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Parish of TEWANTIN
County of MARCH
NOOSA SHIRE COUNCIL
Locality of COOROY
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Callaghan & Toth
4.0 WATER QUALITY MANAGEMENT PLAN
4.1 Background Lower Mill Site Stormwater Management
The Lower Mill site was developed by Council in 2005 and resulted in the creation of industrial
lots and community use lots.
The lot reconfiguration involved a stormwater management plan and MUSIC model which
included the new industrial lots i.e. Lots 3, 4 & 6 SP173771, Lot 15 SP301607, new part
industrial/part community use Lot 5 SP213104, community use Lot 7 SP173771 and Lot 2
RP47020.
MUSIC version 2.01 was used to determine suitable treatment nodes for the development and
the model determined the following treatment system:
1. GPTs in each gully pit.
2. Grass Swales will treat stormwater runoff from roads, carparks and footpaths.
3. Bio-Retention Systems – one adjacent the bridge on Mary River Road and one in an
easement in Lot 7.
The Isolated Bio-Retention Basin designed to have an extended detention depth
of 0.4m and consist of a 0.8m deep sandy loam layer underlaid with a 0.2m deep
coarse sand layer.
The Bio-Retention Pods adjacent roads and carparks designed to have a
maximum extended detention depth of 0.3m and consist of a 0.3m deep sandy
loam layer underlaid with a 0.25m deep coarse sand layer.
In addition to this original development, Lot 5 SP213104 was developed in 2006 with the
addition of the Cooroy Camphor Laurel Club shed and associated carparking. A MUSIC model
was prepared for this proposed development and it was determined that the roofwater would be
treated by a rainwater tank which would flow to a bioretention basin BB3 (S.A. = 12m2) which
would also treat the carpark areas. It has been noted during site inspections that this rainwater
tank and bioretention basin have not been installed.
4.2 Proposed On-Site Stormwater Treatment Process
The site i.e. Lot 5 and Lot 7 showing the new works was divided into MUSIC model sub-
catchments as shown on Plan No. 2001-01 Revision B. The previously developed site i.e. the
lot reconfiguration that developed the industrial lots, have also been included in this MUSIC
model. These catchments have been modelled as per the original MUSIC model and the
proposed treatment train for those catchments have not been altered, as it is considered that
these works were completed as per that design and approval conditions.
The new hardstand areas will be mostly diverted to the existing treatment systems, particularly
the biobasin (Biobasin 1 – BB1) located on Lot 7 SP173771.
The proposed treatment train for the new hardstand areas for the site is also illustrated on Plan
No. 2001-01 and Fig 4.1 (MUSIC model layout) and listed below:
1. Existing Grass Swales (Swale 1 and 4) – Swale 1 to treat overland flow from the carpark
adjacent the buildings (on Lot 5) prior to flowing into one of the new grass swales which
directs the flow to the biobasin. Swale 1 will be reinstated during works and is 60m long
and 4.2m wide, with 1 in 4 batters. Swale 4 will remain as is and will treat flows from the
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grassed area in the north of Lot 5. Swale 4 is 40m long, 4.2m top width with 1 in 4
batters.
2. New Grass Swale (Swale 2) – one new grass swale will collect stormwater flows from
the Catchment 7 and Catchment 9 and divert the flows to the existing biobasin. The
new swale is 40m long, 2.6m wide, with 1 in 3 batters.
3. Existing Biobasin – the existing biobasin in Lot 7 is 12m x 12m giving a total filter area of
144m2. It is proposed to treat the runoff from the new hardstand areas i.e. new access
road, new pathways and the extra concrete/asphalt required to formalise the carpark
areas adjacent the existing buildings.
As this biobasin was constructed in 2006, it is proposed to refurbish the biobasin by
replacing the filter media, installing new drainage pipes and outlet pit and lining the
basin. The treated runoff will then be directed to the existing stormwater outlet which
discharges to Cooroy Creek. The bio-retention component will remove the nutrients and
retard flow.
4.3 MUSIC Model
4.3.1 Source Nodes
The existing source nodes within the existing development have been maintained as per the
original MUSIC model as industrial nodes for Lots 6 SP161035, Lot 15 SP301607 and Lot 3 & 4
SP173771 (Lot area = 1.5144 ha) with the road reserve of Lower Mill Road (area = 0.346 ha).
The source nodes have been updated to reflect any changes in the MUSIC modelling guideline.
The current proposed changes to Lot 5 and Lot 7 are defined using split catchment technique
and source nodes as per the 2010 guidelines.
This approach is considered acceptable as the existing industrial lots have already been
approved with the treatment system in place. The proposed changes to the car parking at the
Lower Mill sites do not change the existing industrial uses adjacent.
MUSIC allows for the characteristics of these source nodes to be amended to ensure that
accurate pollution generation and hydraulic characteristics 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
levels of imperviousness. The site has been related to an “Industrial” land use and pollutant
export parameters detailed in the Guidelines for this land use have been used for each node.
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TABLE 4.1 MUSIC CATCHMENT AREAS (DEVELOPED)
Catchment Land Use Music Area (ha)
Impervious
Adjacent Industrial Catchment – former Lot Reconfiguration Model
Catchment 1a – Lots Future, 1, 2, 3 East & 4 Industrial 65% 0.68
Catchment 1b – Lots Future, 1, 2, 3 East & 4 Roof Roof 100% 0.25
Areas
Catchment 1c – Road Reserve North Commercial 35% 0.28
Catchment 2a – Road Reserve South West Commercial 35% 0.08
Catchment 2b – Road Reserve South East Commercial 35% 0.10
Catchment 5a – Lot 3 West Industrial 65% 0.44
Catchment 5b – Lot 3 West Roof Area Roof 100% 0.05
TOTAL 1.88
EXISTING & PROPOSED AREAS ON LOT 5 AND LOT 7
Catchment 6 – Camphor Shed and carpark Industrial 90% 0.06
Catchment 7 - Existing carpark + driveways – 100% 0.21
Industrial
formalising area
Catchment 8 – new pathway Industrial 90% 0.014
Catchment 9 – existing grass/gravel area Industrial 20% 0.08
Catchment 10 – new carpark area – part of grass 25% 0.05
area
Industrial
Ctachment 11 - new carpark area – existing grass 25% 0.25
Industrial
area
TOTAL 0.664ha
4.3.2 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 “Industrial” 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 C)
Bioretention Basins the existing biobasin in Lot 7 constructed in 2005 will continue to treat flows
from the existing carpark and hardstand areas and from the new proposed carpark, landscaped
areas, and pathways. The existing biobasin (BB1) in Lot 7 is 12m x 12m with a total filter area
of 144m2. The existing biobasin (BB2) adjacent Mary River Road is 3m x 8.65m with a total
filter area of 26m2. This treatment node has been updated to Version 6.2.1 MUSIC model node
and has been amended to reflect the proposed design changes to the biobasin detailed in
Section 6.0.
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Biobasin 1 will be:
a. Located in Lot 7 SP173177 in the same footprint of the existing biobasin
adjacent to Cooroy Creek.
b. Designed with a filter area of 144m2.
c. Filter layer depth of 0.5m, transition layer of 0.1m and drainage layer of 0.2m and
an extended detention depth of 0.3m.
d. The size and depth of the systems have been designed in accordance with
Water by Design Guidelines and IPWEAQ standard drawings in Appendix C.
Biobasin 2 will be:
a. Located in Mary River Road road reserve in the same footprint of the existing
biobasin adjacent to Cooroy Creek.
b. Designed with a filter area of 26m2 (3m wide x 8.65m long)
c. Filter layer depth of 0.4m, transition layer of 0.1m and drainage layer of 0.2m and
an extended detention depth of 0.3m.
d. The size and depth of the systems have been designed in accordance with
Water by Design Guidelines and IPWEAQ standard drawings in Appendix C.
Grass Swales will form part of the treatment train, with two existing grass swale accepting flows
from carpark areas adjacent the buildings and one new swale diverting flows to the biobasin
BB1.
Swale 1
Existing swale located in Lot 5 formalised,
Length of 60m, top width of 4.2m, base width of 0.2m with 1 in 4 batters,
approximate grade of 1.0%.
The size and depth of the systems have been designed in accordance with Water by
Design Guidelines.
Swale 2
Located in Lot 7 one new swale adjacent the new carpark,
Length of 40m, top width of 2.6m, base width of 0.2m with 1 in 3 batters,
approximate grade of 1.0%.
The size and depth of the systems have been designed in accordance with Water by
Design Guidelines.
Swale 4
Existing swale located in drainage easement between Lot 4 and Lot 5.
Length of 40m, top width of 4.2m, base width of 0.2m with 1 in 4 batters,
approximate grade of 1.0%.
The size and depth of the systems have been designed in accordance with Water by
Design Guidelines.
4.3.3 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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2001 Lower Mill Carpark Extension SWMP July 2020
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Civil, Environmental & Hydraulic Engineers [OCR of page images] Callaghan & Toth Tower MILL SITE, CARPARK EXTENSIONS MUSIC MODEL FOR PROPOSED DEVELOPMENT Civil, Environmental & Hydraulic Engi 'ocation vitefo gous | 478 AND 16 LOWER MILL ROAD, COOROY P.O. Box 2305 . it Pre sesh Figure 4.1 ScaleNTS
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Callaghan & Toth
4.4 MUSIC Modelling Results
The MUSIC modelling program has been used to investigate the performance of various
treatment options in the treatment train. MUSIC version 6.2.1 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.
4.4.1 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 6.2.1 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 1.4%
Total Suspended Solids 83.7% 80%
Total Phosphorous 59.3% 60%
Total Nitrogen 44.6% 45%
Gross Pollutants >5mm 99.4% 90%
4.4.2 Assessment of Results
The developed site has been modelled as a series of Industrial sub-catchments, which
incorporate Water Sensitive Urban Design (WSUD) treatment trains. Plan No 2001-01 shows
the existing treatment systems Biobasin 1 and 2, with the two existing grass swales and one
new swale location.
This treatment train (once the existing Biobasin systems are refurbished) is able to achieve
reductions as per the pollutant load reduction targets (See Table 4.2) which complies with
Council’s requirements. Please note that the 59.3% reduction in TP is considered to be
equivalent to 60% required reduction. As well as the MUSIC model result of 44.6% reduction in
TN, is considered to be equivalent to the required 45% reduction.
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5.0 FLOODING ASSESSMENT SUMMARY
The flood study for the site was undertaken by Hydrology & Water Management Consulting.
The results of the updated flood study were not available when this SWMP was updated. The
brief summary below is based on the flood study dated 16 October 2019 (Ref. No.:
J00318R1V1).
5.1 Existing Conditions
The site is bounded to the south and east by Cooroy Creek.
The site is subject to ponding of floodwaters from the adjacent watercourses and the Q100 year
ARI flood levels (i.e. 1% AEP event) (see Appendix A in Flood Study). The Lower Mill site is
affected by flood levels across a range of events. The proposed carparks and access roads
and pathways are below the Q100 year inundation line.
The flood assessment from Hydrology and Water reports on the hydrologic and hydraulic
performance of the site including upstream and downstream catchments.
5.2 Proposed Drainage System
See the updated flood study detailing findings relating to the proposed works and structures and
effects on flooding in the area.
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Callaghan & Toth
6.0 PROPOSED REMEDIATION OF STORMWATER DEVICES
6.1 Biobasins
The two existing biobasins will be accepting the existing stormwater flows from the area as well
as the new hardstand areas. These biobasins and are in need of refurbishment, having been in
use for approximately 14 years. It is also noted that design guidelines have changed since
these biobasins were installed, and they are currently not to best practice standards. It is
proposed to undertake the following maintenance:
Biobasin 1 – in Lot 7 (following completion of the new carpark landscaping):
Remove debris and litter
Remove weeds and vegetation around biobasins and on the surface
Fix erosion of the inlet swale to Biobasin
Check the pipe inlet
Check the outlet weir and pipe, fix erosion and clean pipes as required
Remove filter media
Remove underdrainage pipes
Remove drainage layer material
Line Biobasin with welded poly-liner
Install drainage layer with replacement pipes
Install an outlet pit connected to the new underdrainage pipework
Install transition layer
Install filter media to design depth
Landscape planting in filter media
Biobasin 2 – adjacent Mary River Road
Remove debris and litter
Remove weeds and vegetation around biobasins and on the surface
Check the pipe inlet
Check the outlet weir and pipe, fix erosion and clean pipes as required
Remove filter media
Remove underdrainage pipes
Remove drainage layer material
Line biobasin with welded poly-liner
Install drainage layer with replacement pipes
Install an outlet pit connected to the new underdrainage pipework
Install transition layer
Install filter media to design depth
Landscape planting in filter media
17
2001 Lower Mill Carpark Extension SWMP July 2020
Page 18
Callaghan & Toth
7 CONCLUSIONS & RECOMMENDATIONS
The proposed development area i.e. extensions to the carpark areas on site, can be treated by
a treatment train consisting of the refurbishedexisting biobasins, new and existing grass swales
which are capable of removing the gross pollutants, sediment, nutrients and heavy metals.
18
2001 Lower Mill Carpark Extension SWMP July 2020
Page 19
Callaghan & Toth
APPENDIX A - MUSIC Results
A
2001 Lower Mill Carpark Extension SWMP July 2020
[OCR of page images]
ail
Callaghan & Toth
APPENDIX A - MUSIC Results
2001 Lower Mill Carpark Extension SWMP July 2020
Page 20
Source nodes
Catchment 9 -
Catchment 1a - Catchment 2a - Catchment 1c - Catchment 2b - Catchment 5a - Catchment 7 - Catchment 6 - Catchment 10 - existing Catchment 11-
Private Lots 1_ 2_ 3 Road Reserve Road Reserve Road Reserve Private Lot 3 Catchment 1b - Catchment 5b - formalise Carpark for new carpark gravel/grass Catchment 8 - Urban - Roof new carpark-
Location East & 4 South West North South East West Roof Areas Roof Areas carpark Camphor existing grass area new pathway CMT 6 grassed area
ID 2 4 5 7 11 12 13 18 20 22 23 24 27 29
UserDefinedSource UserDefinedSo UserDefinedSo UserDefinedSo UserDefinedSo UserDefinedSo UserDefinedSo UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN
Node Type Node urceNode urceNode urceNode urceNode urceNode urceNode ode ode ode ode ode ode ode
Zoning Surface Type Sealedroad Sealedroad Sealedroad Sealedroad Sealedroad Roof Mixed
Total Area (ha) 0.68 0.08 0.28 0.1 0.89 0.25 0.05 0.21 0.023 0.05 0.08 0.014 0.038 0.25
Area Impervious (ha) 0.442417544 0.027950877 0.09782807 0.034938596 0.579046491 0.25 0.05 0.21 0.020659664 0.012690299 0.016083582 0.012575448 0.038 0.063451493
Area Pervious (ha) 0.237582456 0.052049123 0.18217193 0.065061404 0.310953509 0 0 0 0.002340336 0.037309701 0.063916418 0.001424552 0 0.186548507
Field Capacity (mm) 80 80 80 80 80 80 80 80 80 80 80 80 80 80
Pervious Area Infiltration Capacity coefficient - a 243 243 243 243 243 243 243 243 243 243 243 243 243 243
Pervious Area Infiltration Capacity exponent - b 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6
Impervious Area Rainfall Threshold (mm/day) 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Pervious Area Soil Storage Capacity (mm) 18 18 18 18 18 18 18 18 18 18 18 18 18 18
Pervious Area Soil Initial Storage (% of Capacity) 10 10 10 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 50 50 50
Groundwater Daily Recharge Rate (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Groundwater Daily Baseflow Rate (%) 31 31 31 31 31 31 31 31 31 31 31 31 31 31
Groundwater Daily Deep Seepage Rate (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Stormflow Total Suspended Solids Mean (log mg/L) 1.92 1.92 2.43 1.92 1.92 1.3 1.3 2.43 2.43 2.43 2.43 2.43 1.3 1.92
Stormflow Total Suspended Solids Standard Deviation (log mg/L) 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44
Stormflow Total Suspended Solids Estimation Method Stochastic Stochastic Stochastic 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 0 0 0
Stormflow Total Phosphorus Mean (log mg/L) -0.59 -0.59 -0.59 -0.59 -0.59 -0.89 -0.89 -0.3 -0.3 -0.3 -0.3 -0.3 -0.89 -0.59
Stormflow Total Phosphorus Standard Deviation (log mg/L) 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36
Stormflow Total Phosphorus Estimation Method Stochastic Stochastic Stochastic 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 0 0 0
Stormflow Total Nitrogen Mean (log mg/L) 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25
Stormflow Total Nitrogen Standard Deviation (log mg/L) 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32
Stormflow Total Nitrogen Estimation Method Stochastic Stochastic Stochastic 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 0 0 0
Baseflow Total Suspended Solids Mean (log mg/L) 0.78 0.78 0.78 0.78 0.78 0 0 0.78 0.78 0.78 0.78 0.78 0 0.78
Baseflow Total Suspended Solids Standard Deviation (log mg/L) 0.45 0.45 0.45 0.45 0.45 0 0 0.45 0.45 0.45 0.45 0.45 0 0.45
Baseflow Total Suspended Solids Estimation Method Stochastic Stochastic Stochastic 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 0 0 0
Baseflow Total Phosphorus Mean (log mg/L) -1.11 -0.47 -1.11 -0.47 -1.11 0 0 -1.11 -1.11 -1.11 -1.11 -1.11 0 -1.11
Baseflow Total Phosphorus Standard Deviation (log mg/L) 0.48 0.31 0.48 0.31 0.48 0 0 0.48 0.48 0.48 0.48 0.48 0 0.48
Baseflow Total Phosphorus Estimation Method Stochastic Stochastic Stochastic 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 0 0 0
Baseflow Total Nitrogen Mean (log mg/L) 0.14 0.26 0.26 0.26 0.14 0 0 0.14 0.14 0.14 0.14 0.14 0 0.14
Baseflow Total Nitrogen Standard Deviation (log mg/L) 0.2 0.23 0.23 0.23 0.2 0 0 0.2 0.2 0.2 0.2 0.2 0 0.2
Baseflow Total Nitrogen Estimation Method Stochastic Stochastic Stochastic 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 0 0 0
OUT - Mean Annual Flow (ML/yr) 8.55 0.863 3.02 1.08 11.2 3.66 0.733 3.08 0.323 0.51 0.792 0.197 0.557 2.55
OUT - TSS Mean Annual Load (kg/yr) 1.17E+03 122 1.36E+03 151 1.54E+03 123 24.5 1.37E+03 144 230 355 87.7 18.6 350
OUT - TP Mean Annual Load (kg/yr) 3.07 0.313 1.09 0.381 4.11 0.658 0.133 2.16 0.23 0.371 0.55 0.14 9.88E-02 0.918
OUT - TN Mean Annual Load (kg/yr) 19.8 2.03 7.02 2.5 26.5 8.58 1.69 7.2 0.758 1.18 1.83 0.461 1.3 5.99
OUT - Gross Pollutant Mean Annual Load (kg/yr) 189 15.8 55.4 19.8 248 84.7 16.9 71.2 7.45 7.93 10.8 4.53 12.9 39.7
Rain In (ML/yr) 10.82 1.27295 4.45531 1.59118 14.1615 3.97796 0.79559 3.34148 0.365972 0.79559 1.27295 0.222765 0.60465 3.97796
ET Loss (ML/yr) 2.26844 0.40929 1.43252 0.511615 2.96901 0.31477 0.0629535 0.264402 0.0426069 0.285477 0.480499 0.0259345 0.0478445 1.42738
Deep Seepage Loss (ML/yr) 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Baseflow Out (ML/yr) 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Imp. Stormflow Out (ML/yr) 6.47653 0.410277 1.43597 0.512847 8.47662 3.66319 0.732638 3.07708 0.303312 0.183159 0.234444 0.184625 0.556805 0.915798
Perv. Stormflow Out (ML/yr) 2.07318 0.452963 1.58537 0.566204 2.71342 0 0 0 0.0200349 0.326656 0.557493 0.0121952 0 1.63328
Total Stormflow Out (ML/yr) 8.5497 0.863241 3.02134 1.07905 11.19 3.66319 0.732638 3.07708 0.323347 0.509816 0.791938 0.19682 0.556805 2.54908
Total Outflow (ML/yr) 8.5497 0.863241 3.02134 1.07905 11.19 3.66319 0.732638 3.07708 0.323347 0.509816 0.791938 0.19682 0.556805 2.54908
Page 21
Change in Soil Storage (ML/yr) 0.00189318 0.000413636 0.00144773 0.000517 0.00247782 0 0 0 1.83E-05 0.000298273 0.000509091 1.11E-05 0 0.00149145
TSS Baseflow Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TSS Total Stormflow Out (kg/yr) 1174.45 121.89 1363.07 150.903 1544.19 123.181 24.5017 1367.84 143.768 230.067 355.427 87.6843 18.5754 349.786
TSS Total Outflow (kg/yr) 1174.45 121.89 1363.07 150.903 1544.19 123.181 24.5017 1367.84 143.768 230.067 355.427 87.6843 18.5754 349.786
TP Baseflow Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TP Total Stormflow Out (kg/yr) 3.07314 0.312952 1.09147 0.380517 4.11381 0.658291 0.132684 2.16194 0.229702 0.371392 0.550454 0.139938 0.0988455 0.918452
TP Total Outflow (kg/yr) 3.07314 0.312952 1.09147 0.380517 4.11381 0.658291 0.132684 2.16194 0.229702 0.371392 0.550454 0.139938 0.0988455 0.918452
TN Baseflow Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TN Total Stormflow Out (kg/yr) 19.8251 2.02759 7.01838 2.49888 26.4986 8.57996 1.68951 7.1999 0.758169 1.18326 1.83308 0.461354 1.29793 5.99227
TN Total Outflow (kg/yr) 19.8251 2.02759 7.01838 2.49888 26.4986 8.57996 1.68951 7.1999 0.758169 1.18326 1.83308 0.461354 1.29793 5.99227
GP Total Outflow (kg/yr) 189.143 15.8241 55.3844 19.7801 247.555 84.7437 16.9487 71.1847 7.44643 7.93386 10.7827 4.53261 12.881 39.6693
No Imported Data Source nodes
USTM treatment nodes
BIOBASIN 2 BIOBASIN 1 Rainwater Tank Rainwater Tank Buffer -
Location Bio-Retention Swale (BB2) (BB1) x 10 x2 Swale 2 Swale 1 adjacent grass BIOpod CMT6 Rainwater Tank Swale 4
ID 9 14 15 16 17 19 21 25 26 28 30
BioRetentionNo BioRetentionNo RainWaterTank RainWaterTank BioRetentionNo RainWaterTank
Node Type MediaFiltrationNode deV4 deV4 Node Node SwaleNode SwaleNode BufferNode deV4 Node SwaleNode
Lo-flow bypass rate (cum/sec) 0 0 0 0 0 0 0 0 0 0
Hi-flow bypass rate (cum/sec) 100 100 100 100 100 100 100
Inlet pond volume 0 0 0
Area (sqm) 48 34 144 22 4.4 62.87723881 12 2.2
Initial Volume (m^3) 44.9 8.98 4.49
Extended detention depth (m) 0.5 0.3 0.4 0.1 0.1 0.3 0.4 0.2 0.1 0.3
Number of Rainwater tanks 10 2 1
Permanent Pool Volume (cubic metres) 44.9 8.98 4.49
Proportion vegetated 0 0 0
Equivalent Pipe Diameter (mm) 158 71 50
Overflow weir width (m) 2 2 2 10 10 42 2 10
Notional Detention Time (hrs) 3.32E-02 3.29E-02 3.32E-02
Orifice Discharge Coefficient 0.6 0.6 0.6
Weir Coefficient 1.7 1.7 1.7 1.7 1.7 1.7 1.7
Number of CSTR Cells 3 3 3 2 2 10 10 3 2 10
Total Suspended Solids - k (m/yr) 15000 8000 8000 400 400 8000 15000 8000 400 15000
Total Suspended Solids - C* (mg/L) 30 20 20 12 12 20 30 20 12 30
Total Suspended Solids - C** (mg/L) 12 12 14 13.6 12 13.6
Total Phosphorus - k (m/yr) 12000 6000 6000 300 300 6000 12000 6000 300 12000
Total Phosphorus - C* (mg/L) 0.18 0.13 0.13 0.13 0.13 0.13 0.18 0.13 0.13 0.18
Total Phosphorus - C** (mg/L) 0.13 0.13 0.13 0.143 0.13 0.143
Total Nitrogen - k (m/yr) 1000 500 500 40 40 500 1000 500 40 1000
Total Nitrogen - C* (mg/L) 1.7 1.4 1.4 1.4 1.4 1.4 1.7 1.4 1.4 1.7
Total Nitrogen - C** (mg/L) 1.4 1.4 1.4 1.68 1.4 1.68
Threshold Hydraulic Loading for C** (m/yr) 3500 3500 3500 3500 3500 3500
Horizontal Flow Coefficient 3 3 3
Reuse Enabled Off Off Off Off Off Off Off Off Off Off Off
Max drawdown height (m)
Annual Demand Enabled Off Off Off Off Off Off Off Off Off Off Off
Daily Demand Enabled Off Off Off Off Off Off Off Off Off Off Off
Daily Demand Value (ML/day)
Custom Demand Enabled Off Off Off Off Off Off Off Off Off Off Off
Custom Demand Time Series File
Custom Demand Time Series Units
Filter area (sqm) 25 30 144 12
Filter perimeter (m) 14 14 14
Filter depth (m) 0.5 0.4 0.5 0.4
Filter Median Particle Diameter (mm) 0.45
Saturated Hydraulic Conductivity (mm/hr) 316.8 316 222 316
Infiltration Media Porosity 0.3 0.35 0.35 0.35
Page 22
Length (m) 40 60 40
Bed slope 0.01 0.01 0.01
Base Width (m) 0.2 0.2 0.2
Top width (m) 2.6 4.2 4
Vegetation height (m) 0.25 0.25 0.25
Vegetated with Vegetated with Vegetated with
Effective Effective Effective
Nutrient Nutrient Nutrient
Vegetation Type Removal Plants Removal Plants Removal Plants
Total Nitrogen Content in Filter (mg/kg) 800 800 800
Orthophosphate Content in Filter (mg/kg) 55 55 55
Is Base Lined? No No No
Is Underdrain Present? Yes Yes Yes
Is Submerged Zone Present? No No No
Submerged Zone Depth (m)
B for Media Soil Texture -9999 13 13 -9999 -9999 -9999 -9999 -9999 13 -9999 -9999
Proportion of upstream impervious area treated 0.5
Exfiltration Rate (mm/hr) 0 0 0 0 0 0 0 0 0 0 0
Evaporative Loss as % of PET 100 100 0 0 100 0
IN - Mean Annual Flow (ML/yr) 11.9 1.94 22.2 3.66 0.733 3.87 3.08 0.197 0.88 0.557 3.06
IN - TSS Mean Annual Load (kg/yr) 1.56E+03 273 2.80E+03 123 24.5 411 1.37E+03 87.7 158 18.6 580
IN - TP Mean Annual Load (kg/yr) 4.23 0.693 5.85 0.658 0.133 1.02 2.16 0.14 0.321 9.88E-02 1.29
IN - TN Mean Annual Load (kg/yr) 28.1 4.53 48.2 8.58 1.69 7.75 7.2 0.461 2 1.3 7.18
IN - Gross Pollutant Mean Annual Load (kg/yr) 12.4 1.78 12.2 84.7 16.9 10.8 71.2 4.53 7.45 12.9 47.6
OUT - Mean Annual Flow (ML/yr) 11.9 1.87 21.8 3.66 0.733 3.87 3.08 0.197 0.849 0.557 3.06
OUT - TSS Mean Annual Load (kg/yr) 442 25.4 615 90.1 18 99.6 55.7 55.8 13.2 14.6 73.8
OUT - TP Mean Annual Load (kg/yr) 1.93 0.271 3.36 0.587 0.118 0.583 0.472 0.107 0.125 9.09E-02 0.512
OUT - TN Mean Annual Load (kg/yr) 21 1.71 24.1 8.06 1.59 7.09 5.92 0.407 0.778 1.24 6.17
OUT - Gross Pollutant Mean Annual Load (kg/yr) 0 0 0 0 0 0 0 4.53 0 0 0
Flow In (ML/yr) 11.9219 1.94252 22.1563 3.66341 0.732482 3.86842 3.07705 0.196817 0.880101 0.556879 3.05903
ET Loss (ML/yr) 0 0.0755699 0.40603 0 0 0 0 0 0.031123 0 0
Infiltration Loss (ML/yr) 0 0 0 0 0 0 0 0 0 0 0
Low Flow Bypass Out (ML/yr) 0 0 0 0 0 0 0 0 0 0 0
High Flow Bypass Out (ML/yr) 0 0 0 0 0 0 0 0.0984082 0 0 0
Orifice / Filter Out (ML/yr) 6.6793 1.60072 15.4448 3.40559 0.679705 3.78181 3.07688 0.0984082 0.730026 0.485167 2.9965
Weir Out (ML/yr) 5.24374 0.26427 6.29379 0.257604 0.0528521 0.086742 0 0 0.118302 0.0716623 0.0618719
Transfer Function Out (ML/yr) 0 0 0 0 0 0 0 0 0 0 0
Reuse Supplied (ML/yr) 0 0 0 0 0 0 0 0 0 0 0
Reuse Requested (ML/yr) 0 0 0 0 0 0 0 0 0 0 0
% Reuse Demand Met 0 0 0 0 0 0 0 0 0 0 0
% Load Reduction -0.00934565 3.9912 1.88528 0.00585644 -0.0102143 -0.00343575 0.0056134 0.000461896 3.61015 0.00889699 0.0214239
TSS Flow In (kg/yr) 1562.2 272.792 2800.21 123.181 24.5017 411.095 1367.84 87.6843 158.387 18.5754 579.853
TSS ET Loss (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TSS Infiltration Loss (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TSS Low Flow Bypass Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TSS High Flow Bypass Out (kg/yr) 0 0 0 0 0 0 0 43.8422 0 0 0
TSS Orifice / Filter Out (kg/yr) 43.1082 4.28153 38.2997 82.6853 16.4661 85.3648 55.6684 11.969 1.9836 12.5634 62.196
TSS Weir Out (kg/yr) 399.182 21.0997 576.54 7.37657 1.55241 14.2014 0 0 11.2521 2.05514 11.618
TSS Transfer Function Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TSS Reuse Supplied (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TSS Reuse Requested (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TSS % Reuse Demand Met 0 0 0 0 0 0 0 0 0 0 0
TSS % Load Reduction 71.6879 90.6957 78.0431 26.8865 26.4603 75.7802 95.9302 36.3498 91.6435 21.3017 87.2702
TP Flow In (kg/yr) 4.23225 0.693468 5.84558 0.658291 0.132685 1.02281 2.16194 0.139938 0.320642 0.0988455 1.28985
TP ET Loss (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TP Infiltration Loss (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TP Low Flow Bypass Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TP High Flow Bypass Out (kg/yr) 0 0 0 0 0 0 0 0.0699692 0 0 0
[OCR of page images]
Length (m)
Bed slope
Base Width (m)
Top width (m)
Vegetation height (m)
Vegetation Type
Total Nitrogen Content in Filter (mg/kg)
Orthophosphate Content in Filter (mg/kg)
Is Base Lined?
Is Underdrain Present?
Is Submerged Zone Present?
Submerged Zone Depth (m)
B for Media Soil Texture
Proportion of upstream impervious area treated
Exfiltration Rate (mm/hr)
Evaporative Loss as % of PET
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)
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)
-9999
11.9
1.56E+03
4.23
28.1
12.4
11.9
442
1.93
21
0
11.9219
0
0
0
0
6.6793
5.24374
0
0
0
0
-0.00934565
1562.2
0
0
0
0
43.1082
399.182
0
0
0
0
71.6879
4.23225
0
0
0
0
Vegetated with Vegetated with
Effective Effective
Nutrient Nutrient
Removal Plants Removal Plants
800 800
55 55
No No
Yes Yes
No No
13 13
0 0
100 100
1.94 22.2
273 2.80E+03
0.693 5.85
4.53 48.2
1.78 12.2
1.87 218
25.4 615
0.271 3.36
1.71 244
0 0
1.94252 22.1563
0.0755699 0.40603
0 0
0 0
0 0
1.60072 15.4448
0.26427 6.29379
0 0
0 0
0 0
0 0
3.9912 1.88528
272.792 2800.21
0 0
0 0
0 0
0 0
4.28153 38.2997
21.0997 576.54
0 0
0 0
0 0
0 0
90.6957 78.0431
0.693468 5.84558
0 0
0 0
0 0
0 0
-9999
0
0
3.66
123
0.658
8.58
84.7
3.66
90.1
0.587
8.06
0
3.66341
0
0
0
0
3.40559
0.257604
0
0
0
0
0.00585644
123.181
0
0
0
0
82.6853
7.37657
0
0
0
0
26.8865
0.658291
0
0
0
0
-9999
0
0
0.733
24.5
0.133
1.69
16.9
0.733
18
0.118
1.59
0
0.732482
0
0
0
0
0.679705
0.0528521
0
0
0
0
-0.0102143
24.5017
0
0
0
0
16.4661
1.55241
0
0
0
0
26.4603
0.132685
0
0
0
0
40
0.01
0.2
26
0.25
-9999
3.87
411
1.02
7.5
10.8
3.87
99.6
0.583
7.09
0
3.86842
0
0
0
0
3.78181
0.086742
0
0
0
0
-0.00343575
411.095
0
0
0
0
85.3648
14.2014
0
0
0
0
75.7802
1.02281
0
0
0
0
60
0.01
0.2
4.2
0.25
-9999
3.08
1.37E+03
2.16
7.2
71.2
3.08
55.7
0.472
5.92
0
3.07705
0
0
0
0
3.07688
0.0056134
1367.84
0
0
0
0
55.6684
95.9302
2.16194
0
0
0
0
-9999
05
0.197
87.7
0.14
0.461
4.53
0.197
55.8
0.107
0.407
4.53
0.196817
0
0
0
0.0984082
0.0984082
0.000461896
87.6843
0
0
0
43.8422
11.969
36.3498
0.139938
0
0
0
0.0699692
Vegetated with
Effective
Nutrient
Removal Plants
800
55
No
Yes
No
13
0
100
0.88
158
0.321
2
745
0.849
13.2
0.125
0.778
0
0.880101
0.031123
0
0
0
0.730026
0.118302
0
0
0
0
3.61015
158.387
0
0
0
0
1.9836
11.2521
0
0
0
0
91.6435
0.320642
0
0
0
0
-9999
0
0
0.557
18.6
9.88E-02
1.3
12.9
0.557
14.6
9.09E-02
1.24
0
0.556879
0
0
0
0
0.485167
0.0716623
0
0
0
0
0.00889699
18.5754
0
0
0
0
12.5634
2.05514
0
0
0
0
21.3017
0.0988455
0
0
0
0
40
0.01
0.2
0.25
-9999
3.06
580
1.29
7.18
476
3.06
73.8
0.512
6.17
0
3.05903
0
0
0
0
2.9965
0.0618719
0
0
0
0
0.0214239
579.853
87.2702
1.28985
0
0
0
0
Page 23
TP Orifice / Filter Out (kg/yr) 0.523925 0.204606 1.93265 0.545057 0.109467 0.552304 0.472355 0.0373274 0.0937235 0.0791246 0.4792
TP Weir Out (kg/yr) 1.40949 0.0658245 1.42848 0.0420741 0.00896608 0.0310401 0 0 0.0309555 0.0118166 0.0329516
TP Transfer Function Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TP Reuse Supplied (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TP Reuse Requested (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TP % Reuse Demand Met 0 0 0 0 0 0 0 0 0 0 0
TP % Load Reduction 54.317 61.0032 42.5013 10.8097 10.7407 42.9665 78.1513 23.3258 61.1159 7.99651 60.2936
TN Flow In (kg/yr) 28.0841 4.52647 48.1451 8.57996 1.68951 7.75093 7.19991 0.461354 1.99798 1.29794 7.17553
TN ET Loss (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TN Infiltration Loss (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TN Low Flow Bypass Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TN High Flow Bypass Out (kg/yr) 0 0 0 0 0 0 0 0.230676 0 0 0
TN Orifice / Filter Out (kg/yr) 8.89137 1.11892 10.243 7.47344 1.46788 6.88885 5.91785 0.176483 0.510903 1.07703 6.01723
TN Weir Out (kg/yr) 12.1522 0.59428 13.8964 0.585588 0.117871 0.201953 0 0 0.26702 0.16279 0.148498
TN Transfer Function Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TN Reuse Supplied (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TN Reuse Requested (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
TN % Reuse Demand Met 0 0 0 0 0 0 0 0 0 0 0
TN % Load Reduction 25.0693 62.1516 49.8612 6.07158 6.14121 8.51666 17.8065 11.7469 61.0646 4.47781 14.0729
GP Flow In (kg/yr) 12.3781 1.78014 12.2257 84.7436 16.9487 10.7827 71.1847 4.53261 7.44672 12.881 47.6032
GP ET Loss (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
GP Infiltration Loss (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
GP Low Flow Bypass Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
GP High Flow Bypass Out (kg/yr) 0 0 0 0 0 0 0 2.2663 0 0 0
GP Orifice / Filter Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
GP Weir Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
GP Transfer Function Out (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
GP Reuse Supplied (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
GP Reuse Requested (kg/yr) 0 0 0 0 0 0 0 0 0 0 0
GP % Reuse Demand Met 0 0 0 0 0 0 0 0 0 0 0
GP % Load Reduction 100 100 100 100 100 100 100 50.0001 100 100 100
PET Scaling Factor 2.1 2.1 2.1
Generic treatment nodes
Gross Pollutant Gross Pollutant Gross Pollutant Gross Pollutant
Location Trap Trap Trap Trap
ID 3 6 8 10
Node Type GPTNode GPTNode GPTNode GPTNode
Lo-flow bypass rate (cum/sec) 0 0 0 0
Hi-flow bypass rate (cum/sec) 100 100 100 100
Flow Transfer Function
Input (cum/sec) 0 0 0 0
Output (cum/sec) 0 0 0 0
Input (cum/sec) 10 10 10 10
Output (cum/sec) 10 10 10 10
Gross Pollutant Transfer Function
Enabled TRUE TRUE TRUE TRUE
Input (kg/ML) 0 0 0 0
Output (kg/ML) 0 0 0 0
Input (kg/ML) 100 100 100 100
Output (kg/ML) 5 5 5 5
Total Nitrogen Transfer Function
Enabled TRUE TRUE TRUE TRUE
Input (mg/L) 0 0 0 0
Output (mg/L) 0 0 0 0
Input (mg/L) 50 50 50 50
Output (mg/L) 50 50 50 50
Total Phosphorus Transfer Function
Enabled TRUE TRUE TRUE TRUE
[OCR of page images]
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
Generic treatment nodes
Location
ID
Node Type
Lo-flow bypass rate (cum/sec)
Hi-flow bypass rate (cum/sec)
Flow Transfer Function
Input (cum/sec)
Output (cum/sec)
Input (cum/sec)
Output (cum/sec)
Gross Pollutant Transfer Function
Enabled
Input (kg/ML)
Output (kg/ML)
Input (kg/ML)
Output (kg/ML)
Total Nitrogen Transfer Function
Enabled
Input (mg/L)
Output (mg/L)
Input (mg/L)
Output (mg/L)
Total Phosphorus Transfer Function
Enabled
0.523925
1.40949
0
0
0
0
54.317
28.0841
0
0
0
0
8.89137
12.1522
0
0
0
0
25.0693
12.3781
0
cooa OOO Oe
100
Gross Pollutant
Trap
3
GPTNode
0
100
TRUE
50
50
TRUE
0.204606
0.0658245
0
0
0
0
61.0032
4.52647
0
0
0
0
1.11892
0.59428
0
0
0
0
62.1516
1.78014
0
cooeooO oO oC Oe
100
24
Gross Pollutant Gross Pollutant Gross Pollutant
Trap
6
GPTNode
0
100
TRUE
1.93265
1.42848
0
0
0
0
42.5013
48.1451
0
0
0
0
10.243
13.8964
0
0
0
0
49.8612
12.2257
0
ecoooca COC Oe
100
21
Trap
8
GPTNode
0
100
TRUE
0
0
100
5
TRUE
0
0
50
50
TRUE
0.545057
0.0420741
0
0
0
0
10.8097
8.57996
0
0
0
0
7.47344
0.585588
0
0
0
0
6.07158
84.7436
0
cooa OOO Oe
100
Trap
10
GPTNode
0
100
TRUE
0
0
100
TRUE
0
0
50
50
TRUE
0.109467
0.00896608
0
0
0
0
10.7407
1.68951
0
0
0
0
1.46788
0.117871
0
0
0
0
6.14121
16.9487
0
cooeooO oO oC Oe
100
0.552304
0.0310401
0
0
0
0
42.9665
7.75093
0
0
0
0
6.88885
0.201953
0
0
0
0
8.51666
10.7827
0
ocoooecoo OC os
100
0.472355
78.1513
7.19991
0
0
0
0
5.91785
17.8065
71.1847
0
cooa OOO Oe
100
0.0373274
23.3258
0.461354
0
0
0
0.230676
0.176483
11.7469
4.53261
0
0
0
2.2663
ocoono
0
50.0001
0.0937235
0.0309555
0
0
0
0
61.1159
1.99798
0
0
0
0
0.510903
0.26702
0
0
0
0
61.0646
7.44672
0
ocoooecoo OC os
100
0.0791246
0.0118166
0
0
0
0
7.99651
1.29794
0
0
0
0
1.07703
0.16279
0
0
0
0
4.47781
12.881
0
cooa OOO Oe
100
0.4792
0.0329516
0
0
0
0
60.2936
7.17553
0
0
0
0
6.01723
0.148498
0
0
0
0
14.0729
47.6032
0
cooeooO oO oC Oe
100
Page 24
Input (mg/L) 0 0 0 0 Output (mg/L) 0 0 0 0 Input (mg/L) 5 5 5 5 Output (mg/L) 5 5 5 5 Total Suspended Solids Transfer Function Enabled TRUE TRUE TRUE TRUE Input (mg/L) 0 0 0 0 Output (mg/L) 0 0 0 0 Input (mg/L) 1000 1000 1000 1000 Output (mg/L) 1000 1000 1000 1000 TSS Flow based Efficiency Enabled Off Off Off Off TSS Flow based Efficiency TP Flow based Efficiency Enabled Off Off Off Off TP Flow based Efficiency TN Flow based Efficiency Enabled Off Off Off Off TN Flow based Efficiency GP Flow based Efficiency Enabled Off Off Off Off GP Flow based Efficiency IN - Mean Annual Flow (ML/yr) 12.2 3.02 11.9 1.94 IN - TSS Mean Annual Load (kg/yr) 1.26E+03 1.36E+03 1.56E+03 273 IN - TP Mean Annual Load (kg/yr) 3.66 1.09 4.23 0.693 IN - TN Mean Annual Load (kg/yr) 27.9 7.02 28.1 4.53 IN - Gross Pollutant Mean Annual Load (kg/yr) 189 55.4 248 35.6 OUT - Mean Annual Flow (ML/yr) 12.2 3.02 11.9 1.94 OUT - TSS Mean Annual Load (kg/yr) 1.26E+03 1.36E+03 1.56E+03 273 OUT - TP Mean Annual Load (kg/yr) 3.66 1.09 4.23 0.693 OUT - TN Mean Annual Load (kg/yr) 27.9 7.02 28.1 4.53 OUT - Gross Pollutant Mean Annual Load (kg/yr) 9.46 2.77 12.4 1.78 Flow In (ML/yr) 12.2133 3.02131 11.9219 1.94252 ET Loss (ML/yr) 0 0 0 0 Infiltration Loss (ML/yr) 0 0 0 0 Low Flow Bypass Out (ML/yr) 0 0 0 0 High Flow Bypass Out (ML/yr) 0 0 0 0 Orifice / Filter Out (ML/yr) 0 0 0 0 Weir Out (ML/yr) 0 0 0 0 Transfer Function Out (ML/yr) 12.2133 3.02131 11.9219 1.94252 Reuse Supplied (ML/yr) 0 0 0 0 Reuse Requested (ML/yr) 0 0 0 0 % Reuse Demand Met 0 0 0 0 % Load Reduction 0 0 0 0 TSS Flow In (kg/yr) 1264.5 1363.06 1562.2 272.792 TSS ET Loss (kg/yr) 0 0 0 0 TSS Infiltration Loss (kg/yr) 0 0 0 0 TSS Low Flow Bypass Out (kg/yr) 0 0 0 0 TSS High Flow Bypass Out (kg/yr) 0 0 0 0 TSS Orifice / Filter Out (kg/yr) 0 0 0 0 TSS Weir Out (kg/yr) 0 0 0 0 TSS Transfer Function Out (kg/yr) 1264.5 1363.06 1562.2 272.792 TSS Reuse Supplied (kg/yr) 0 0 0 0 TSS Reuse Requested (kg/yr) 0 0 0 0 TSS % Reuse Demand Met 0 0 0 0 TSS % Load Reduction 0 0 0 0 TP Flow In (kg/yr) 3.6603 1.09146 4.23225 0.693468 TP ET Loss (kg/yr) 0 0 0 0 TP Infiltration Loss (kg/yr) 0 0 0 0 TP Low Flow Bypass Out (kg/yr) 0 0 0 0 TP High Flow Bypass Out (kg/yr) 0 0 0 0 TP Orifice / Filter Out (kg/yr) 0 0 0 0 TP Weir Out (kg/yr) 0 0 0 0
Page 25
TP Transfer Function Out (kg/yr) 3.6603 1.09146 4.23225 0.693468 TP Reuse Supplied (kg/yr) 0 0 0 0 TP Reuse Requested (kg/yr) 0 0 0 0 TP % Reuse Demand Met 0 0 0 0 TP % Load Reduction 0 0 0 0 TN Flow In (kg/yr) 27.8842 7.01833 28.0841 4.52647 TN ET Loss (kg/yr) 0 0 0 0 TN Infiltration Loss (kg/yr) 0 0 0 0 TN Low Flow Bypass Out (kg/yr) 0 0 0 0 TN High Flow Bypass Out (kg/yr) 0 0 0 0 TN Orifice / Filter Out (kg/yr) 0 0 0 0 TN Weir Out (kg/yr) 0 0 0 0 TN Transfer Function Out (kg/yr) 27.8842 7.01833 28.0841 4.52647 TN Reuse Supplied (kg/yr) 0 0 0 0 TN Reuse Requested (kg/yr) 0 0 0 0 TN % Reuse Demand Met 0 0 0 0 TN % Load Reduction 0 0 0 0 GP Flow In (kg/yr) 189.137 55.3874 247.555 35.6059 GP ET Loss (kg/yr) 0 0 0 0 GP Infiltration Loss (kg/yr) 0 0 0 0 GP Low Flow Bypass Out (kg/yr) 0 0 0 0 GP High Flow Bypass Out (kg/yr) 0 0 0 0 GP Orifice / Filter Out (kg/yr) 0 0 0 0 GP Weir Out (kg/yr) 0 0 0 0 GP Transfer Function Out (kg/yr) 9.45711 2.7692 12.3781 1.78014 GP Reuse Supplied (kg/yr) 0 0 0 0 GP Reuse Requested (kg/yr) 0 0 0 0 GP % Reuse Demand Met 0 0 0 0 GP % Load Reduction 100 100 100 100 Other nodes Location COOROY CREEK ID 1 Node Type ReceivingNode IN - Mean Annual Flow (ML/yr) 36.6 IN - TSS Mean Annual Load (kg/yr) 1.15E+03 IN - TP Mean Annual Load (kg/yr) 5.8 IN - TN Mean Annual Load (kg/yr) 48.1 IN - Gross Pollutant Mean Annual Load (kg/yr) 4.53 OUT - Mean Annual Flow (ML/yr) 36.6 OUT - TSS Mean Annual Load (kg/yr) 1.15E+03 OUT - TP Mean Annual Load (kg/yr) 5.8 OUT - TN Mean Annual Load (kg/yr) 48.1 OUT - Gross Pollutant Mean Annual Load (kg/yr) 4.53 % Load Reduction 1.38 TSS % Load Reduction 83.7 TN % Load Reduction 44.6 TP % Load Reduction 59.3 GP % Load Reduction 99.4 Links Location Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Source node ID 2 5 11 9 6 15 12 16 13 17 19 18 21 23 24 25 27 Target node ID 3 6 8 1 15 1 16 3 17 8 15 21 19 19 25 1 28 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 Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed IN - Mean Annual Flow (ML/yr) 8.55 3.02 11.2 11.9 3.02 21.8 3.66 3.66 0.733 0.733 3.87 3.08 3.08 0.792 0.197 0.197 0.557 IN - TSS Mean Annual Load (kg/yr) 1.17E+03 1.36E+03 1.54E+03 442 1.36E+03 615 123 90.1 24.5 18 99.6 1.37E+03 55.7 355 87.7 55.8 18.6 IN - TP Mean Annual Load (kg/yr) 3.07 1.09 4.11 1.93 1.09 3.36 0.658 0.587 0.133 0.118 0.583 2.16 0.472 0.55 0.14 0.107 9.88E-02 IN - TN Mean Annual Load (kg/yr) 19.8 7.02 26.5 21 7.02 24.1 8.58 8.06 1.69 1.59 7.09 7.2 5.92 1.83 0.461 0.407 1.3 IN - Gross Pollutant Mean Annual Load (kg/yr) 189 55.4 248 0 2.77 0 84.7 0 16.9 0 0 71.2 0 10.8 4.53 4.53 12.9 OUT - Mean Annual Flow (ML/yr) 8.55 3.02 11.2 11.9 3.02 21.8 3.66 3.66 0.733 0.733 3.87 3.08 3.08 0.792 0.197 0.197 0.557
Page 26
OUT - TSS Mean Annual Load (kg/yr) 1.17E+03 1.36E+03 1.54E+03 442 1.36E+03 615 123 90.1 24.5 18 99.6 1.37E+03 55.7 355 87.7 55.8 18.6
OUT - TP Mean Annual Load (kg/yr) 3.07 1.09 4.11 1.93 1.09 3.36 0.658 0.587 0.133 0.118 0.583 2.16 0.472 0.55 0.14 0.107 9.88E-02
OUT - TN Mean Annual Load (kg/yr) 19.8 7.02 26.5 21 7.02 24.1 8.58 8.06 1.69 1.59 7.09 7.2 5.92 1.83 0.461 0.407 1.3
OUT - Gross Pollutant Mean Annual Load (kg/yr) 189 55.4 248 0 2.77 0 84.7 0 16.9 0 0 71.2 0 10.8 4.53 4.53 12.9
Catchment Details
LowerMillCarpark_2
Catchment Name 3July2020
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 27
Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link
28 20 26 8 3 29 4 7 10 14 30 22
26 26 1 9 15 30 10 10 14 1 15 30
Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed Not Routed
0.557 0.323 0.849 11.9 12.2 2.55 0.863 1.08 1.94 1.87 3.06 0.51
14.6 144 13.2 1.56E+03 1.26E+03 350 122 151 273 25.4 73.8 230
9.09E-02 0.23 0.125 4.23 3.66 0.918 0.313 0.381 0.693 0.271 0.512 0.371
1.24 0.758 0.778 28.1 27.9 5.99 2.03 2.5 4.53 1.71 6.17 1.18
0 7.45 0 12.4 9.46 39.7 15.8 19.8 1.78 0 0 7.93
0.557 0.323 0.849 11.9 12.2 2.55 0.863 1.08 1.94 1.87 3.06 0.51
[OCR of page images]
Drainage Link
28
26
Not Routed
0.557
14.6
9.09E-02
1.24
0
0.557
Drainage Link
20
26
Not Routed
0.323
144
0.23
0.758
745
0.323
Drainage Link
26
1
Not Routed
0.849
13.2
0.125
0.778
0
0.849
Drainage Link
8
9
Not Routed
11.9
1.56E+03
4.23
28.1
12.4
11.9
Drainage Link
3
15
Not Routed
12.2
1.26E+03
3.66
27.9
9.46
12.2
Drainage Link
29
30
Not Routed
2.55
350
0.918
5.99
39.7
2.55
Drainage Link
4
10
Not Routed
0.863
122
0.313
2.03
15.8
0.863
Drainage Link
7
10
Not Routed
1.08
151
0.381
25
19.8
1.08
Drainage Link
Not Routed
Drainage Link Drainage Link —_ Drainage Link
10 14 30 22
14 1 15 30
Not Routed Not Routed Not Routed
1.94 1.87 3.06 0.51
273 25.4 73.8 230
0.693 0.271 0.512 0.371
4.53 171 6.17 1.18
1.78 0 0 7.93
1.94 1.87 3.06 0.51
Page 28
14.6 144 13.2 1.56E+03 1.26E+03 350 122 151 273 25.4 73.8 230 9.09E-02 0.23 0.125 4.23 3.66 0.918 0.313 0.381 0.693 0.271 0.512 0.371 1.24 0.758 0.778 28.1 27.9 5.99 2.03 2.5 4.53 1.71 6.17 1.18 0 7.45 0 12.4 9.46 39.7 15.8 19.8 1.78 0 0 7.93 [OCR of page images] 14.6 144 13.2 1.56E+03 1.26E+03 350 122 151 273 25.4 73.8 230 9.09E-02 0.23 0.125 4.23 3.66 0.918 0.313 0.381 0.693 0.271 0.512 0.371 1.24 0.758 0.778 28.1 27.9 5.99 2.03 25 4.53 171 6.17 1.18 0 7A5 0 12.4 9.46 39.7 15.8 19.8 1.78 0 0 7.93
Page 29
Callaghan & Toth
APPENDIX B - Site Management Plan – Contaminated
Land
B
2001 Lower Mill Carpark Extension SWMP July 2020
Page 30
® Queensland Government Environmental Protection Agency Queensland Parks and Wildlife Service DRAFT SITE MANAGEMENT PLAN (SMP) Environmental Protection Act 1994 (EP Act), Chapter 7 Part 8 Division 5 DATE: 28 April 2008 RPD Lot 5 on Plan SP173770; Lot 7 on Plan SP173770 Lot 2 on Plan RP47020; Lot 1 on Plan RP87371 EPA File: 902326 1.0 SUMMARY OF CONTAMINATION These allotments, Lot 5 on SP173770, (formerly part of Lot 2 on RP87371) Lot 7 on SP173770 (formerly part of Lot 1 on RP 885282), Lot 2 on RP47020 and Lot | on RP87371; were part of the Boral Cooroy timber mill which operated from 1959-2001. Prior to the establishment of the timber mill at the site, the site was used for transient farming and residence. No environmental impacts are known to have occurred at the site prior to its use as a timber mill. The site, known as the Cooroy Lower Mill Domain, is currently occupied by a number of (vacant) buildings associated with the old timber mill activities. It is proposed to use the site to create a cluster of wood working activities for community use through the refurbishment, reuse and preservation of the old mill kiln, hopper and boiler building. Previous environmental investigations at the timber mill site have identified a number of areas as containing levels of soil contamination in excess of the Queensland Environmental Protection Agency's (EPA's) Environmental Investigation Levels (EILs). Figure 1 shows the location of the former timber mill infrastructure in relation to the current allotment boundaries. Based on the results of the investigations conducted across the allotments, the aforementioned allotments can be used for non-sensitive commercial/industrial landuses which includes premises such as shops and offices as well as factories and industrial sites with minimal opportunities for contact with residual impacted soil, provided the controls outlined herein are implemented and maintained. The proposed activities are consistent with these land uses. Soil impact left in place is discussed below. Lot 2 RP47020: Metal concentrations in excess of Queensland Environmental Protection Agency (Qld EPA) Environmental Investigation Levels (EILs) remain onsite (as shown on Figure 2), with maximum concentrations detected being:111mg/kg of arsenic, which is also above Health-based Investigation Level (HIL) “A” ( standard residential with
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garden/accessible soil); 109mg/kg of copper; and 1220 mg/kg of zinc. All impacted material occurs at shallow depth (0-200mm) in fill material present across the lot, and attenuates rapidly with depth, with all the (200-500mm) samples collected from natural insitu soils at these locations reporting metal concentrations below the EILs. Lot 1 RP87371: Metal concentrations in excess of Qld EPA EILs remain onsite (as shown on Figure 3), with maximum concentrations being: 112mg/kg of arsenic (also above HIL “A” guidelines); 143mg/kg of copper; 148mg/kg of chromium (III); and 884 mg/kg zinc. Although there is no nominated guideline for boron, two samples collected from this allotment also reported concentrations of boron in excess of the acknowledged background concentrations (maximum concentration detected was 723mg/kg). All impact occurs in samples collected at shallow depth (0-200mm) in fill material present across the lot, however in some locations the impact has not been vertically delineated. Lot 5 SP173771: In the area to the east and south east of the former boiler building (as shown on Figure 4) metal concentrations in excess of Qld EPA commercial/industrial health based investigation levels (HIL “F”) guidelines remain onsite, with maximum concentrations detected being: 8820mg/kg of arsenic; 8930mg/kg of copper; and 30400mg/kg of chromium. This impact occurs at shallow depth (0-200mm) in fill material present in this area of the lot, however in one location it has not been vertically delineated. Although no nominated guideline exists for boron, these samples also reported concentrations of boron in excess of the acknowledged background concentrations (maximum concentration detected was 9410mg/kg). In other areas of Lot 5, metal concentrations in excess of Qld EPA EILs remain onsite, with maximum concentrations detected in other areas of the site being: 60mg/kg for arsenic, and 131mg/kg for chromium(III). All impacted material occurs at shallow depth (0-200mm) in fill material, however in some areas the impact has not been vertically delineated. Lot 7 SP173771 Areas of residual soil impact across this lot are shown in Figure 5. Residual soil impact in locations F2 and F3 exceeds Qld EPA EILs for arsenic, copper and chromium (IIT). As part of soil remediation works undertaken at the site in the year 2000, this area was capped by a 500mm clay layer. This clay capping layer has a confirmed density ratio of 95.5%. This capping layer was covered by 100mm of clean soil. Residual soil impact in the location of the former evaporation pond exceeds Qld EPA HIL”F” levels for arsenic, and the EILs for copper and chromium (III). As part of soil remediation works undertaken at the site in 2000, this area was backfilled with soil excavated during the replacement of the causeway at the site, the soil excavated from behind the boiler as part of other soil remediation works onsite, and imported clay fill. This backfill was then capped by a 500mm clay layer. Sections of this clay capping
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layer were covered by either 100mm of road base (trafficable areas) or clean soil (non- trafficable areas). Metal concentrations in excess of Qld EPA EILs also exist in the vicinity of the former sawdust shed. This area has maximum concentrations of 101mg/kg for arsenic (also above HIL “A” guidelines), 92mg/kg for copper, and 142mg/kg for chromium (II). All impact was detected in soil samples collected at shallow depth (0-200mm) in fill material present in this area of the lot, however the impact has not been vertically delineated in some locations. 2.0 OBJECTIVES OF THE SMP The purpose of this SMP is to manage contaminated soils and materials on the lots in a manner that protects human health and the environment. This objective will be achieved through the following processes. ° Monitoring and control of all intrusive site works including excavations, trenching, drilling and scraping. ° The placement and maintenance of landscaping and capping layers which will provide barriers to occupiers of the site and the general public from the contamination, as well as restricting erosion and water infiltration and the potential for residual impact to migrate via leaching processes. ° The application of maintenance and monitoring requirements for the capping layers. 3.0 ACHIEVEMENT AND MAINTENANCE OF OBJECTIVES 3.1 Responsibility. The owner of the land (as defined in the Environmental Protection Act 1994) is to ensure that this SMP and any variations approved or required by the administering authority are complied with in order to achieve the objectives. The obligations and conditions set out in this SMP bind the owner of the land. 3.2. Provision of SMP to appropriate persons. The owner must provide all persons involved in building design and planning and all contractors and lessees conducting building and/or excavation works with a copy of the SMP prior to commencement of site works. All persons occupying or working on the site must comply with the requirements of the SMP. 3.3 Site Capping. 3.3.1 Existing Capping. The existing capping is to remain in place, undisturbed, other than for the construction of service trenches. In the event that the existing capping layers are disturbed or removed, a new capping layer, of equal or better standard and designed to achieve the objectives of this SMP, is to be installed. The capping layer must consist of 500mm of compacted clay and/or other equivalent low permeability (less than 1x10” m/s) cover, and is to be installed within areas as outlined in Figures 2 — 5 (attached) to maintain a barrier between the residual contamination and site users. The capping layer is to be maintained in sound condition at all times. If vegetation is to be placed over the capping layer, a minimum thickness of
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100mm of top soil must be placed on top of the capping layer and only short root zoned plants such as grasses can be used as a vegetative cover. 3.3.2 Boiler Room Area. The identified contamination area (as shown on Figure 4) is to be capped with at least 100mm of structural reinforced concrete or interlocking pavers on a compacted base or equivalent cover. This area is not to be used for any activity which will disturb the capping, or surface soils. 3.3.3 Capping Maintenance. All capping materials are to be maintained in a sound condition at all times. Inspections of the site during construction of any capping materials are to be undertaken with documentation of actual cover, thicknesses and details. 3.4 Soil excavation & Removal. Any soil excavated on the site must be assessed for contaminants of concern to determine if the material is contaminated and to identify appropriate management and disposal/re-use options. Representative sampling and analysis of soil from excavation in contaminated areas must be managed by a person suitably qualified and experienced in accordance with Section 381 of the Environmental Protection Act 1994 (EP Act). Contaminated soil must not be removed off-site without a disposal permit in accordance with Section 424 of the EP Act. 3.5 Unexpected Contamination. If during any site earthworks or excavation, offensive or noxious odours and/or evidence of gross contamination not previously detected is observed, site works are to cease in that area and action taken to immediately abate potential environmental harm. The administering authority is to be notified in writing within two business days of detection and advised of appropriate remedial action. Any remedial action is to be developed by a person suitably qualified and experienced in accordance with Section 381 of the EP Act. 3.6 General Environmental Protection. All earthworks are to be undertaken in accordance with general environmental protection measures to avoid unwanted migration and deposition of soil. These measures include the control of dust, noise, stormwater runoff, sediment, erosion, spillage from haulage trucks and odour releases involving the handling or movement of contaminated material. 3.7. Workplace Health and Safety. A Workplace Health and Safety Plan (WH&S plan), which conforms to the requirements of the Workplace Health and Safety Act 1995 is to be developed for any site excavation works in contaminated areas. The WH&S plan must specifically address contaminants of concern. 4.0 MONITORING AND REPORTING The owner is to undertake annual inspections of the site to determine and record the state of the installed capping in contaminated areas, and to provide the results of these inspections, and any corrective actions implemented to ensure that capping and protective barriers including vegetative covers remain in sound condition, to authorised officers of the EPA on request.
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Records are to be kept of any inspections, soil excavation in contaminated areas, disposal permits and SMP compliance for review by the administering authority from time to time. This SMP has been developed to manage site contamination risks present at the issue date. Subsequent uses of the site may result in the need to review the plan. This SMP makes reference to two plan attachments that are available from the Administering Authority if required.
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A3 LOT 1 RP88582 LOT 3 $P173771 LOT 2 SP173771 LOT 1 SP173771 LOT 6 SP173771 0-0 -R_0 LOT 7 $P173771 LOT 4 $P173771 LOT 2 RP8737 LOT 3 RP87371 LOT 5 SP17377°
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A3 ~ 0 0-R 0 Y
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A3 SCALE 1:500
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A3 e200 27 <40 29 FORMER e SAWDUST SHED D 8 ‘
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Callaghan & Toth
APPENDIX C - IPWEAQ Standard Drawings
C
2001 Lower Mill Carpark Extension SWMP July 2020
Page 41
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