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Attachment G - Stormwater Quality Management plan
HINTERLAND PLAYGROUND
STORMWATER QUALITY MANAGEMENT PLAN
FOR
NOOSA COUNCIL
FEBRUARY 2020
Callaghan & Toth
Civil, Environmental &
Hydraulic Engineers
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DOCUMENT HISTORY
Document Reference: No: 2001_SWQMP_HinterlandPlayground.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
Environmental / Civil
Lex Toth Callaghan & Toth 1
Engineers
Mark Lewis Noosa Council Assessment Officer 1
REVISION LIST
REVISION DATE DISTRIBUTED ISSUED BY CHECKED BY
0 11th February 2020 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
2020
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CONTENTS
1.0 SUMMARY ............................................................................................................ 5
2.0 INTRODUCTION ................................................................................................... 5
3.0 DESCRIPTION ...................................................................................................... 7
3.1 Contaminated Land: ........................................................................................... 7
3.1 Proposed Works................................................................................................. 7
4.0 WATER QUALITY MANAGEMENT PLAN .......................................................... 10
4.1 Proposed On-Site Stormwater Treatment Process .......................................... 10
4.2 MUSIC Model ................................................................................................... 10
4.2.1 Source Nodes ............................................................................................ 10
4.2.2 Treatment Nodes ....................................................................................... 11
4.2.3 Rainfall Data .............................................................................................. 12
4.3 External Catchment Management .................................................................... 14
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 CONCLUSIONS & RECOMMENDATIONS......................................................... 17
APPENDIX A - MUSIC Results ................................................................................ A
APPENDIX B - Borehole Location Plan .................................................................... B
APPENDIX C - 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)
9. Core Consultants Pty Ltd (March 2019), Contaminated Land Investigation Revision 1
(Report No.: J000796-001-R-Rev1)
10. Core Consultants Pty Ltd (Dec 2019), Additional Contaminated Land Services – Cooroy
Hinterland Playground (J000796-002-L-Rev2)
LIST OF FIGURES
Figure 1.1 Site Location Plan……………………………………………………… 6
Plan No. 2001-02 Preliminary Stormwater Quality Management Layout & Catchment
Plan………………………………………………………………............ 9
Figure 4.1 MUSIC Model for the Proposed Development……………………… 13
Figure 4.2: Potential location for Stormwater Treatment System for external
catchment………………………………………………………………………………………….14
LIST OF TABLES
Table 4.1 MUSIC Catchment Areas……………………………………………….11
Table 4.2 Comparison of Load Reductions……………………………………….15
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1.0 SUMMARY
The key points of this investigation are as follows:
1. Runoff from new playground including hardstand areas of pathways, roofs, and
landscaped areas is to be cleaned of nutrients and gross pollutants via biopods, tree
pits, swales and rainwater tanks. Treated runoff is then released to existing outlets into
the adjacent Cooroy Creek.
2. Pollutant loads from development are to be attenuated.
3. Recent contaminated land investigations show that the site is suitable for the proposed
use.
4. The flood study detailed that earthworks, when adjusted as listed in report, associated
with the new playground will not affect flood levels in the Cooroy Flood Study.
5. The upstream catchment stormwater flows which will flow through the site, should be
treated or bypassed due to stormwater quality and litter conveyance into the proposed
playground.
2.0 INTRODUCTION
This Stormwater Quality Management Plan (SWQMP) has been prepared as part of a Material
Change of Use application to Noosa Council. This SWQMP 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 hinterland playground will be located on part of Lot 3 SP230055 and Lot 1 and 2
RP153299 and as shown in Site Location Plan, Fig 1.1 and is located at 1, 3 and 9 Maple
Street, Cooroy. Lot 3 SP230055 is divided by the Marara Street road reserve which contains
the existing carpark to the east of the proposed hinterland playground site and the portion to the
east of the carpark contains the existing library building. The playground site is bounded by
Cooroy Creek to the north and Maple Street to the south.
This SWQMP considers the new hardstand areas, including new concrete pathways, shelter
roof areas, gravel areas, rock areas and softfall areas, for the hinterland playground site.
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. Proposed treatment systems include tree pits, biopods, a
swale, a bioswale and rainwater tanks which can accept the flows from the new hardstand
areas for treatment. 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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Civil, Environmental &
Hydraulic Engineers
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Callaghan & Toth
Civil, Environmental &
Hydraulic Engineers
1.16/90 Goodchap St
P.O. Box 2305
\ NOOSAville 4566
| Ph: 54749081
= www.callaghanandtoth.com.au
HINTERLAND PLAYGROUND
location
LOTS 1 & 2 ON RP153299, LOT 3
ON SP230055
1, 3 & 9 MAPLE STREET, COOROY
Source: http://whereis.com.au/
Scale:NTS
Figure 1.1
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3.0 DESCRIPTION
The site currently consists of three lots including part of Lot 3 SP230055, and Lots 1 and 2
RP153299 currently an open grassed area with an existing vegetated swale running through the
site and a concrete pathway connecting the library carpark to the bridge crossing Cooroy Creek
to the north.
The sites are bounded by Cooroy Creek to the north, the library carpark in the Marara Street
road reserve to the east and Maple Street road reserve to the south-west.
3.1 Contaminated Land:
Core Consultants undertook a contaminated land survey across the three lots in 2019. During
previous development on the site, contaminated land issues have been addressed by Council
and managed in accordance with Site Based Management Plans, mostly relating to
contaminants identified to the north of Cooroy Creek.
As such an investigation for the playground site included soil sampling for potential
contaminants associated with the previous timber mill activities which were based mostly north
of the creek. As a result of the investigation, Core Consultants found that:
…the site is considered to pose a low health risk and is considered suitable for the
current land use, which includes the proposed playground upgrades.
Subsequent to the initial investigation, anecdotal evidence a further investigation was
undertaken to determine presence/absence of polychlorinated dibenzodioxins and furans
(PCDD/F). Core undertook sampling and did find traces of PCDD/F at twelve targeted locations
across the site, with one borehole requiring treatment as follows:
Soils within a 5m x 5m radius of BH27 can be removed from the site to an approved
landfill facility
See Appendix B showing a plan of the boreholes on site.
3.1 Proposed Works
The overall proposal is to provide a nature-based playground in an existing open space area
south of Cooroy Creek adjacent to the library carpark and bounded by Maple Street in the
south. The proposed new Cooroy Hinterland Playground works involve constructing
playground-related infrastructure including:
o Frog pond precinct
o Water play precinct
o Climbing precinct
o Event precinct
o Associated play equipment, climbing structures, etc
o Above and underground-services (water, sewer, and drainage),
o Toilet block,
o Picnic shelters,
o Pathways and landscaping.
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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.
Refer to Plan 2001-02 which shows the stormwater quality management layout proposed for the
site.
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Callaghan & Toth Civil, Environmental & Hydraulic Engineers 1.16 / 90 GOODCHAP STREET NOOSAVILLE 4566 Ph: 54749081 wew.callaghanandtcth.com.au MAX WATTERSON & PHONE 54426121 Client NOOSA COUNCIL LOT 3 ON RP110206 LOT 1 ON RP88582 LOT 2 ON RP110206 & LOT 2 ON RP87371 Parish of TEWANTIN County of MARCH NOOSA SHIRE COUNCIL Locality of COOROY 0.255 7.5 10 125 Meters 25 a scale 4 SCALE SHOWN IS ORIGINAL DRAWING SCALE 1:500(A3) 0° Nor SCALE FROM TH. ORAWNG USE ONLY DMENSIONS PROVIDED REVISIONS Feel revision details date pepe J po pp po PC LES aaa 2 . wt A SHEED) Ng COOROY LIBRARY COMPUTER DIRECTORY VEGETATED BIO SWALE | a : ‘ \ : . : \ Y / Uf . 2 7; : . s FOR APPROVAL VEGETATED SWALE | XY \ > Do ° a : Sheet * of * sheets BIO POD AT GULLY LOCATION 4 . fms - ; drawing number TREE PIT AT GULLY LOCATION ; : > bs = \ 8 : a ; Fang E ‘ 2001-02 POSSIBLE TANK SITE “a ~ J : Bs ~ fd hol a zs a ay 5 date 06/02/2020 um 88 eB _CATCHMENT BOUNDARIES E : oo 4
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4.0 WATER QUALITY MANAGEMENT PLAN
4.1 Proposed On-Site Stormwater Treatment Process
The site i.e. Lot 1 and Lot 2 RP153299 and part of Lot 3 SP230055 was divided into MUSIC
model sub-catchments as shown on Plan No. 2001-02. The proposed treatment train for the
developed site is also illustrated on Plan 2001-02 and listed below:
1. Bioretention Systems including:
a. Tree Pits will treat the stormwater runoff from the pathways, gardens, and
some shelters.
b. Biopods will treat stormwater runoff from the pathways, gardens, softfall and
some shelters.
c. Bioretention Swale will treat stormwater runoff from the open field area.
The treated runoff from the bioretention systems will partly be directed to the
existing vegetated swale, whilst some will flow to subsurface drainage to outlet to
Cooroy Creek. The bio-retention component of these systems will remove the
nutrients, heavy metals, and retard flow.
2. Vegetated Swale – the existing vegetated swale will be partly retained and will collect
stormwater flows from treepits, biopods and areas of pathway, gardens and softfall. The
vegetated swale will outlet to the Cooroy Creek.
3. Rainwater Tanks will be required to collect water from the new roof areas. The tank
capacity will be top-up supply potentially for toilet flushing and landscaped areas.
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 shown on Plan No. 2001-02.
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 “Urban Residential” 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
Catchment 1 – Event Precinct Urban Residential 10% 0.127
Catchment 2 – Water Play + area adjacent creek 20% 0.110
(NOTE: water feature surface area is not part of Urban Residential
stormwater catchment in MUSIC)
Catchment 3 – playground area Urban Residential 30% 0.156
Catchment 4 – Climbing precinct Urban residential 30% 0.180
Catchment 5 – northern picnic shelter area Urban residential 30% 0.084
Catchment 6 – Frog Pond area Urban residential 30% 0.068
Catchment 7 – entry area Urban residential 10% 0.048
TOTAL 0.773ha
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 “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.
Tree Pits were placed in catchments 2, 3, 4 and 5 to treat runoff from the adjacent playground
areas and to connect into the subsurface drainage system. These tree pits have been designed
in accordance with IPWEAQ DS-077 and DS-078 (see Appendix C) and are generally 2.6m2
with 0.1m detention depth and 03m filter depth.
Biopods were placed in catchment 2, 3, 4, 5 and 7 to treat flows from the proposed pathways,
landscaped areas and softfall areas. These are all 5m2 in size, with a filter layer depth of 0.4m,
transition layer depth of 0.1m and drainage layer depth of 0.2m and an extended detention
depth of 0.2m. The size and depth of these systems has been designed in accordance with
Water by Design guidelines. A typical section of a bioretention system is shown in Appendix C
in IPWEAQ standard drawing WSUD-001and WSUD – 003.
BioSwale – this bioswale will treat flows from the event precinct open field – Catchment 1. It
has been modelled as being 60m long, with a bed slope of 1%, a top width of 2.0m.
Vegetated Swale – the existing swale will form part of the treatment train, with this existing
vegetated swale accepting flows from Catchment 4, 6 and 7. The swale has been modelled at
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a length of 45m, top width of 5.0m, base width of 1.0m with 1 in 4 batters etc. The size and
depth of the systems have been designed in accordance with Water by Design Guidelines.
Rainwater Tanks will form part of the treatment train by accepting flows from the picnic shelter
roofs and directing this flow to landscaped areas and potentially toilets. Rainwater overflows
will be directed to either biopods or tree pits.
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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CMT2a [Mixed] Urban- roof shelter CMT3a [Roof] of Rainwater TankT; CMT3a [Mixed] CMT3b [Mixed] Rainwater Tank. Urban- roof shelter CMT4a CMT4c [Mixed] "Junction - CMT 2 CMT4e [Mixed] ‘BIOPOD - 10m2 Catchment 7 Catchment 6 Copy of Rainwater Tank, CMTS [Mixed] CMTSb [Mixed] Corts iixea] CMTSd [Mixed] roof shelter CMTS5a
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4.3 External Catchment Management
The upstream catchment flowing into the proposed playground site encompasses part of the
library site and Maple Street road reserve and stormwater catchment up to the intersection with
Garnet Street. It is estimated that approximately a 1.8 hectare area of road reserve and
Commercial areas flows into the southern end of the playground site and this stormwater will
flow through the Frog Pond Precinct of the playground.
Council should consider a treatment system to treat litter, sediment and nutrients from this
upstream catchment to ensure that the water quality in the Frog Pond Precinct is suitable for the
proposed use i.e. primary contact.
There is an opportunity for Council to construct a biobasin within the area identified as
Catchment 7, (approximate surface area of 150m2 – this area would need to be determined
during detailed design) with an inlet GPT to treat this stormwater runoff in the road reserve of
Maple Street in the location shown below in Figure 4.2.
Potential Biobasin site
FIGURE 4.2: Potential location for Stormwater Treatment System for external catchment
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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 hardstand playground areas 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 2%
Total Suspended Solids 84% 80%
Total Phosphorous 60% 60%
Total Nitrogen 42% 45%
Gross Pollutants >5mm 98% 90%
4.4.2 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 2001-02 shows
the treatment systems of Tree pits, biopods, vegetated swale and rainwater tanks.
This treatment train is able to achieve reductions as per the pollutant load reduction targets
(See Table 4.2) which complies with Council’s requirements. It is noted that the Total Nitrogen
(TN) percentage reduction achieved is 42%, which is close to the required 45% reduction
target. This preliminary design details that the nutrient reductions are achievable and following
detailed design, sufficient bioretention systems will be incorporated to show that the TN
reduction target is achieved.
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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 flood study and assessment are summarised below.
5.1 Existing Conditions
The site is bounded to the north 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 proposed
playground site is mostly 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
The flood study determined the proposed level changes for the hinterland playground together
with the proposed new carpark areas on the northern side of Cooroy Creek from the existing
case to a developed case. The flood depths over the Q100, Q10 and Q2 year events was
comparable to the existing case for the site.
The flood study determined that the playground site needed to be lowered in some areas to
ensure that the proposed case was equivalent to the existing case.
As such the playground design has been amended by reducing some mounding across the site
and viewing platforms proposed in Cooroy Creek have been removed.
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6.0 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 treepits, biopods, bioswale, vegetated swale and rainwater
tanks is capable of removing the gross pollutants, sediment, nutrients and heavy metals.
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APPENDIX A - MUSIC Results
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APPENDIX A - MUSIC Results
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Source nodes
Urban- roof Urban- roof Urban- roof
CMT1 - field CMT4a CMT5a Catchment 6 CMT2a Catchment 7 CMT2b CMT2c CMT2d CMT3e CMT3d CMT3c CMT3b CMT3a
shelter CMT4a shelter CMT3a shelter CMT5a
Location
ID 2 3 4 5 6 8 11 15 16 17 20 21 23 24 25 26 27
UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo
UrbanSourceNode
Node Type ode ode ode ode ode ode ode ode ode ode de de de de de de
Zoning Surface Type Mixed Mixed Mixed Mixed Roof Roof Roof Mixed Mixed Mixed Mixed Mixed Mixed Mixed Mixed Mixed Mixed
Total Area (ha) 0.127 0.024 0.032 0.068 0.009 0.005 0.006 0.025 0.049 0.017 0.023 0.044 0.046 0.025 0.012 0.013 0.022
Area Impervious (ha) 0.025210448 0.007206269 0.009608358 0.020417761 0.009 0.005 0.006 0.004962687 0.014712799 0.003374627 0.004565672 0.008734328 0.013812015 0.00750653 0.003603134 0.003903396 0.006605746
Area Pervious (ha) 0.101789552 0.016793731 0.022391642 0.047582239 0 0 0 0.020037313 0.034287201 0.013625373 0.018434328 0.035265672 0.032187985 0.01749347 0.008396866 0.009096604 0.015394254
Field Capacity (mm) 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200
Pervious Area Infiltration Capacity coefficient - a 211 211 211 211 211 211 211 211 211 211 211 211 211 211 211 211 211
Pervious Area Infiltration Capacity exponent - b 5 5 5 5 5 5 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 1 1 1 1 1 1
Pervious Area Soil Storage Capacity (mm) 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500
Pervious Area Soil Initial Storage (% of Capacity) 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10
Groundwater Initial Depth (mm) 50 50 50 50 50 50 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 28 28 28 28 28 28
Groundwater Daily Baseflow Rate (%) 27 27 27 27 27 27 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 0 0 0 0 0 0
Stormflow Total Suspended Solids Mean (log mg/L) 2.18 2.18 2.18 2.18 1.3 1.3 1.3 2.18 2.18 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 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 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 0 0 0
Stormflow Total Phosphorus Mean (log mg/L) -0.47 -0.47 -0.47 -0.47 -0.89 -0.89 -0.89 -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) 0.32 0.32 0.32 0.32 0.31 0.31 0.31 0.32 0.32 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 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 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 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 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 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 0 0 0
Baseflow Total Suspended Solids Mean (log mg/L) 1 1 1 1 0 0 0 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 0 0 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 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 0 0 0
Baseflow Total Phosphorus Mean (log mg/L) -0.97 -0.97 -0.97 -0.97 0 0 0 -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 0 0 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 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 0 0 0
Baseflow Total Nitrogen Mean (log mg/L) 0.2 0.2 0.2 0.2 0 0 0 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 0 0 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 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 0 0 0
Flow based constituent generation - enabled Off Off Off Off Off Off Off Off Off Off Off Off Off Off Off Off Off
OUT - Mean Annual Flow (ML/yr) 0.945 0.2 0.267 0.567 0.132 7.33E-02 8.79E-02 0.186 0.409 0.126 0.171 0.327 0.384 0.209 0.1 0.108 0.183
OUT - TSS Mean Annual Load (kg/yr) 167 37.9 51.4 107 3.9 2.21 2.61 33.1 76.2 22.2 30.6 56.9 72 39.1 19 20.5 33.8
OUT - TP Mean Annual Load (kg/yr) 0.356 7.72E-02 0.104 0.221 2.19E-02 1.23E-02 1.45E-02 7.03E-02 0.161 4.70E-02 6.57E-02 0.125 0.151 8.19E-02 3.92E-02 4.25E-02 7.20E-02
OUT - TN Mean Annual Load (kg/yr) 1.94 0.408 0.532 1.15 0.279 0.154 0.185 0.372 0.839 0.256 0.343 0.657 0.778 0.424 0.204 0.218 0.376
OUT - Gross Pollutant Mean Annual Load (kg/yr) 16.3 4.17 5.56 11.8 3.05 1.69 2.03 3.22 8.51 2.19 2.96 5.66 7.99 4.34 2.08 2.26 3.82
Rain In (ML/yr) 2.0208 0.381884 0.509179 1.082 0.143206 0.0795592 0.0954711 0.397795 0.77968 0.270501 0.365972 0.70012 0.731944 0.397795 0.190942 0.206854 0.35006
ET Loss (ML/yr) 1.06342 0.179618 0.239493 0.508921 0.0113317 0.00629536 0.00755436 0.209335 0.366724 0.142348 0.192589 0.368431 0.34427 0.187103 0.0898091 0.0972939 0.164652
Deep Seepage Loss (ML/yr) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Baseflow Out (ML/yr) 0.2161 0.035733 0.047644 0.101244 0 0 0 0.0425393 0.072955 0.0289267 0.0391362 0.0748692 0.0684883 0.0372219 0.0178665 0.0193554 0.0327553
Imp. Stormflow Out (ML/yr) 0.37218 0.1055 0.140667 0.298916 0.131875 0.0732639 0.0879166 0.0732639 0.215396 0.0498194 0.0674027 0.128944 0.202208 0.109896 0.05275 0.0571458 0.0967082
Perv. Stormflow Out (ML/yr) 0.35659 0.0589637 0.0786184 0.167064 0 0 0 0.0701949 0.120384 0.0477325 0.0645794 0.123543 0.113014 0.0614205 0.0294819 0.0319387 0.0540501
Total Stormflow Out (ML/yr) 0.728771 0.164464 0.219285 0.46598 0.131875 0.0732639 0.0879166 0.143459 0.33578 0.0975519 0.131982 0.252487 0.315222 0.171316 0.0822319 0.0890845 0.150758
Total Outflow (ML/yr) 0.944871 0.200197 0.266929 0.567224 0.131875 0.0732639 0.0879166 0.185998 0.408735 0.126479 0.171118 0.327357 0.38371 0.208538 0.100098 0.10844 0.183514
[OCR of page images]
Source nodes
Location
ID
Node Type
Zoning Surface Type
Total Area (ha)
Area Impervious (ha)
Area Pervious (ha)
Field Capacity (mm)
Pervious Area Infiltration Capacity coefficient - a
Pervious Area Infiltration Capacity exponent - b
Impervious Area Rainfall Threshold (mm/day)
Pervious Area Soil Storage Capacity (mm)
Pervious Area Soil Initial Storage (% of Capacity)
Groundwater Initial Depth (mm)
Groundwater Daily Recharge Rate (%)
Groundwater Daily Baseflow Rate (%)
Groundwater Daily Deep Seepage Rate (%)
Stormflow Total Suspended Solids Mean (log mg/L)
Stormflow Total Suspended Solids Standard Deviation (log mg/L)
Stormflow Total Suspended Solids Estimation Method
Stormflow Total Suspended Solids Serial Correlation
Stormflow Total Phosphorus Mean (log mg/L)
Stormflow Total Phosphorus Standard Deviation (log mg/L)
Stormflow Total Phosphorus Estimation Method
Stormflow Total Phosphorus Serial Correlation
Stormflow Total Nitrogen Mean (log mg/L)
Stormflow Total Nitrogen Standard Deviation (log mg/L)
Stormflow Total Nitrogen Estimation Method
Stormflow Total Nitrogen Serial Correlation
Baseflow Total Suspended Solids Mean (log mg/L)
Baseflow Total Suspended Solids Standard Deviation (log mg/L)
Baseflow Total Suspended Solids Estimation Method
Baseflow Total Suspended Solids Serial Correlation
Baseflow Total Phosphorus Mean (log mg/L)
Baseflow Total Phosphorus Standard Deviation (log mg/L)
Baseflow Total Phosphorus Estimation Method
Baseflow Total Phosphorus Serial Correlation
Baseflow Total Nitrogen Mean (log mg/L)
Baseflow Total Nitrogen Standard Deviation (log mg/L)
Baseflow Total Nitrogen Estimation Method
Baseflow Total Nitrogen Serial Correlation
Flow based constituent generation - enabled
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)
Rain In (ML/yr)
ET Loss (ML/yr)
Deep Seepage Loss (ML/yr)
Baseflow Out (ML/yr)
Imp. Stormflow Out (ML/yr)
Perv. Stormflow Out (ML/yr)
Total Stormflow Out (ML/yr)
Total Outflow (ML/yr)
CMT1 - field
2
UrbanSourceNode
Mixed
0.127
0.025210448
0.101789552
200
211
5
1
500
10
50
28
27
0
2.18
0.39
Stochastic
0
-0.47
0.32
Stochastic
0
0.26
0.23
Stochastic
0
1
0.34
Stochastic
0
-0.97
0.31
Stochastic
0
0.2
0.2
Stochastic
0
Off
0.945
167
0.356
1.94
16.3
2.0208
1.06342
0
0.2161
0.37218
0.35659
0.728771
0.944871
Urban- roof
Urban- roof
Urban- roof
CMT4a CMT5a Catchment 6 shelter CMT4a shelter CMT3a shelter CMT5a CMT2a Catchment 7 CMT2b CMT2c CMT2d CMT3e CMT3d CMT3c CMT3b CMT3a
3 4 5 6 8 11 15 16 17 20 21 23 24 25 26 27
UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceN UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo
ode ode ode ode ode ode ode ode ode ode de de de de de de
Mixed Mixed Mixed Roof Roof Roof Mixed Mixed Mixed Mixed Mixed Mixed Mixed Mixed Mixed Mixed
0.024 0.032 0.068 0.009 0.005 0.006 0.025 0.049 0.017 0.023 0.044 0.046 0.025 0.012 0.013 0.022
0.007206269 0.009608358 0.020417761 0.009 0.005 0.006 0.004962687 0.014712799 0.003374627 0.004565672 0.008734328 0.013812015 0.00750653 0.003603134 0.003903396 0.006605746
0.016793731 0.022391642 0.047582239 0 0 0 0.020037313 0.034287201 0.013625373 0.018434328 0.035265672 0.032187985 0.01749347 0.008396866 0.009096604 0.015394254
200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200
211 211 211 211 211 211 211 211 211 211 211 211 211 211 211 211
5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500
10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10
50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50
28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28
27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2.18 2.18 2.18 1.3 1.3 1.3 2.18 2.18 2.18 2.18 2.18 2.18 2.18 2.18 2.18 2.18
0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-0.47 -0.47 -0.47 -0.89 -0.89 -0.89 -0.47 -0.47 0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47
0.32 0.32 0.32 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26
0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1 1 1 0 0 0 1 1 1 1 1 1 1 1 1 1
0.34 0.34 0.34 0 0 0 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-0.97 -0.97 -0.97 0 0 0 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97
0.31 0.31 0.31 0 0 0 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0.2 0.2 0.2 0 0 0 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
0.2 0.2 0.2 0 0 0 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Off Off Off Off Off Off Off Off Off Off Off Off Off Off Off Off
0.2 0.267 0.567 0.132 7.33E-02 8.79E-02 0.186 0.409 0.126 0.171 0.327 0.384 0.209 0.1 0.108 0.183
37.9 51.4 107 3.9 2.21 2.61 33.1 76.2 22.2 30.6 56.9 72 39.1 19 20.5 33.8
7.72E-02 0.104 0.221 2.19E-02 1.23E-02 1.45E-02 7.03E-02 0.161 4.70E-02 6.57E-02 0.125 0.151 8.19E-02 3.92E-02 4.25E-02 7.20E-02
0.408 0.532 1.15 0.279 0.154 0.185 0.372 0.839 0.256 0.343 0.657 0.778 0.424 0.204 0.218 0.376
417 5.56 11.8 3.05 1.69 2.03 3.22 8.51 2.19 2.96 5.66 7.99 4.34 2.08 2.26 3.82
0.381884 0.509179 1.082 0.143206 0.0795592 0.0954711 0.397795 0.77968 0.270501 0.365972 0.70012 0.731944 0.397795 0.190942 0.206854 0.35006
0.179618 0.239493 0.508921 0.0113317 0.00629536 —0.00755436 0.209335 0.366724 0.142348 0.192589 0.368431 0.34427 0.187103 0.0898091 0.0972939 0.164652
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0.035733 0.047644 0.101244 0 0 0 0.0425393 0.072955 0.0289267 0.0391362 0.0748692 0.0684883 0.0372219 0.0178665 0.0193554 0.0327553
0.1055 0.140667 0.298916 0.131875 0.0732639 0.0879166 0.0732639 0.215396 0.0498194 0.0674027 0.128944 0.202208 0.109896 0.05275 0.0571458 0.0967082
0.0589637 0.0786184 0.167064 0 0 0 0.0701949 0.120384 0.0477325 0.0645794 0.123543 0.113014 0.0614205 0.0294819 0.0319387 0.0540501
0.164464 0.219285 0.46598 0.131875 0.0732639 0.0879166 0.143459 0.33578 0.0975519 0.131982 0.252487 0.315222 0.171316 0.0822319 0.0890845 0.150758
0.200197 0.266929 0.567224 0.131875 0.0732639 0.0879166 0.185998 0.408735 0.126479 0.171118 0.327357 0.38371 0.208538 0.100098 0.10844 0.183514
Page 20
Change in Soil Storage (ML/yr) 0.0125047 0.00206773 0.00275691 0.00585855 0 0 0 0.00246155 0.00422155 0.00167382 0.00226464 0.00433236 0.00396309 0.00215382 0.00103382 0.00112 0.00189536
TSS Baseflow Out (kg/yr) 2.93246 0.4843 0.644122 1.36681 0 0 0 0.574766 0.984269 0.393905 0.530807 1.01649 0.933434 0.505094 0.241421 0.261633 0.444404
TSS Total Stormflow Out (kg/yr) 164.256 37.4411 50.7601 105.273 3.89871 2.2105 2.60996 32.5381 75.2573 21.7589 30.0671 55.8862 71.0359 38.5677 18.7221 20.1924 33.3741
TSS Total Outflow (kg/yr) 167.189 37.9254 51.4042 106.64 3.89871 2.2105 2.60996 33.1129 76.2415 22.1528 30.5979 56.9027 71.9693 39.0728 18.9635 20.454 33.8185
TP Baseflow Out (kg/yr) 0.0297159 0.00495445 0.00658382 0.0139456 0 0 0 0.00585936 0.0100745 0.00400727 0.00539827 0.0103924 0.00945427 0.00512418 0.002481 0.00267155 0.00450591
TP Total Stormflow Out (kg/yr) 0.326365 0.0722252 0.0975691 0.20716 0.0218545 0.012312 0.0144699 0.0644013 0.150899 0.0429906 0.0603284 0.114217 0.141777 0.0768034 0.03676 0.0398517 0.0675065
TP Total Outflow (kg/yr) 0.356081 0.0771796 0.104153 0.221106 0.0218545 0.012312 0.0144699 0.0702606 0.160974 0.0469979 0.0657266 0.124609 0.151231 0.0819275 0.039241 0.0425233 0.0720125
TN Baseflow Out (kg/yr) 0.380542 0.0626947 0.0839825 0.177948 0 0 0 0.0750424 0.12833 0.0509074 0.0689277 0.131779 0.120734 0.0655745 0.0314855 0.0340555 0.0577296
TN Total Stormflow Out (kg/yr) 1.5562 0.345559 0.448467 0.970881 0.278718 0.153551 0.184983 0.297221 0.710312 0.205025 0.274334 0.525471 0.657497 0.357981 0.173002 0.184369 0.318479
TN Total Outflow (kg/yr) 1.93675 0.408253 0.532449 1.14883 0.278718 0.153551 0.184983 0.372263 0.838641 0.255933 0.343262 0.65725 0.778231 0.423555 0.204488 0.218425 0.376208
GP Total Outflow (kg/yr) 17.1175 4.30692 5.74255 12.2029 3.05077 1.69487 2.03385 3.3696 8.79327 2.29133 3.10003 5.93049 8.25492 4.48637 2.15346 2.33291 3.948
No Imported Data Source nodes
USTM treatment nodes
Copy of Copy of
Rainwater Tank Rainwater Rainwater Swale TP1 Swale TP2 BIOPOD BIOPOD BIOPOD Treepit Treepit Treepit Treepit BIOPOD Treepit BIOPOD
Location Tank Tank
ID 7 9 10 12 13 14 18 22 29 30 31 32 33 34 40 41 42
RainWaterTank RainWaterTan BioRetentionNo BioRetentionNo BioRetentionN BioRetentionN BioRetentionN BioRetentionN BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo
RainWaterTankNode SwaleNode SwaleNode
Node Type Node kNode deV4 deV4 odeV4 odeV4 odeV4 odeV4 deV4 deV4 deV4 deV4 deV4 deV4
Lo-flow bypass rate (cum/sec) 0 0 0 0 0 0.1 0 0 0 0 0 0 0 0 0 0 0
Hi-flow bypass rate (cum/sec) 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
Inlet pond volume 0 0 0
Area (sqm) 1.1 1.1 1.1 2.6 2.6 5 5 5 2.6 2.6 2.6 2.6 5 2.6 5
Initial Volume (m^3) 2 2 2
Extended detention depth (m) 0.2 0.2 0.2 0.5 0.1 0.5 0.1 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.1 0.2
Number of Rainwater tanks 1 1 1
Permanent Pool Volume (cubic metres) 2 2 2
Proportion vegetated 0 0 0
Equivalent Pipe Diameter (mm) 50 50 50
Overflow weir width (m) 10 10 10 50 0.2 40 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Notional Detention Time (hrs) 2.35E-02 2.35E-02 2.35E-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 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7
Number of CSTR Cells 2 2 2 10 3 10 3 3 3 3 3 3 3 3 3 3 3
Total Suspended Solids - k (m/yr) 400 400 400 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000
Total Suspended Solids - C* (mg/L) 12 12 12 20 20 20 20 20 20 20 20 20 20 20 20 20 20
Total Suspended Solids - C** (mg/L) 12 12 12 14 14
Total Phosphorus - k (m/yr) 300 300 300 6000 6000 6000 6000 6000 6000 6000 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 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13
Total Phosphorus - C** (mg/L) 0.13 0.13 0.13 0.13 0.13
Total Nitrogen - k (m/yr) 40 40 40 500 500 500 500 500 500 500 500 500 500 500 500 500 500
Total Nitrogen - C* (mg/L) 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4
Total Nitrogen - C** (mg/L) 1.4 1.4 1.4 1.4 1.4
Threshold Hydraulic Loading for C** (m/yr) 3500 3500 3500 3500 3500
Horizontal Flow Coefficient 3 3 3 3 3 3 3 3 3 3 3 3
Reuse Enabled Off Off Off Off Off Off 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 Off Off Off Off Off Off
Daily Demand Enabled Off Off Off Off Off Off 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 Off Off Off Off Off Off
Custom Demand Time Series File
Custom Demand Time Series Units
Filter area (sqm) 2.6 2.6 5 5 5 2.6 2.6 2.6 2.6 5 2.6 5
Filter perimeter (m) 10 10 10 10 10 10 10 10 10 10 10 10
Filter depth (m) 0.3 0.3 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.4 0.3 0.4
Filter Median Particle Diameter (mm)
[OCR of page images]
Change in Soil Storage (ML/yr)
TSS Baseflow Out (kg/yr)
TSS Total Stormflow Out (kg/yr)
TSS Total Outflow (kg/yr)
TP Baseflow Out (kg/yr)
TP Total Stormflow Out (kg/yr)
TP Total Outflow (kg/yr)
TN Baseflow Out (kg/yr)
TN Total Stormflow Out (kg/yr)
TN Total Outflow (kg/yr)
GP Total Outflow (kg/yr)
No Imported Data Source nodes
USTM treatment nodes
Location
ID
Node Type
Lo-flow bypass rate (cum/sec)
Hi-flow bypass rate (cum/sec)
Inlet pond volume
Area (sqm)
Initial Volume (m‘3)
Extended detention depth (m)
Number of Rainwater tanks
Permanent Pool Volume (cubic metres)
Proportion vegetated
Equivalent Pipe Diameter (mm)
Overflow weir width (m)
Notional Detention Time (hrs)
Orifice Discharge Coefficient
Weir Coefficient
Number of CSTR Cells
Total Suspended Solids - k (m/yr)
Total Suspended Solids - C* (mg/L)
Total Suspended Solids - C** (mg/L)
Total Phosphorus - k (m/yr)
Total Phosphorus - C* (mg/L)
Total Phosphorus - C** (mg/L)
Total Nitrogen - k (m/yr)
Total Nitrogen - C* (mg/L)
Total Nitrogen - C** (mg/L)
Threshold Hydraulic Loading for C** (m/yr)
Horizontal Flow Coefficient
Reuse Enabled
Max drawdown height (m)
Annual Demand Enabled
Daily Demand Enabled
Daily Demand Value (ML/day)
Custom Demand Enabled
Custom Demand Time Series File
Custom Demand Time Series Units
Filter area (sqm)
Filter perimeter (m)
Filter depth (m)
Filter Median Particle Diameter (mm)
0.0125047
2.93246
164.256
167.189
0.0297159
0.326365
0.356081
0.380542
1.5562
1.93675
17.1175
Rainwater Tank
7
RainWaterTankNode
0
100
10
2.35E-02
0.6
17
2
400
12
12
300
0.13
0.13
40
14
14
3500
Off
Off
Off
Off
0.00206773 0.00275691
0.4843 0.644122
37.4411 50.7601
37.9254 51.4042
0.00495445 —0.00658382
0.0722252 0.0975691
0.0771796 0.104153
0.0626947 0.0839825
0.345559 0.448467
0.408253 0.532449
4.30692 5.74255
Copy of Copy of
Rainwater Rainwater
Tank Tank
9 10
RainWaterTank RainWaterTan
Node kNode
0 0
100 100
0 0
14 14
2 2
0.2 0.2
1
50 50
10 10
2.35E-02 2.35E-02
0.6 0.6
17 17
2 2
400 400
12 12
12 12
300 300
0.13 0.13
0.13 0.13
40 40
14 14
14 14
3500 3500
Off Off
Off Off
Off Off
Off Off
0.00585855
1.36681
105.273
106.64
0.0139456
0.20716
0.221106
0.177948
0.970881
1.14883
12.2029
Swale
12
SwaleNode
0
0.5
50
10
8000
20
14
6000
0.13
0.13
500
14
14
3500
Off
Off
Off
Off
0
0
3.89871
3.89871
0
0.0218545
0.0218545
0
0.278718
0.278718
3.05077
TP1
13
BioRetentionNo
deV4
0
100
26
0.1
0.2
8000
20
6000
0.13
500
14
Off
Off
Off
Off
26
0.3
0
0
2.2105
2.2105
0
0.012312
0.012312
0
0.153551
0.153551
1.69487
Swale
14
SwaleNode
0.1
0.5
40
8000
20
6000
0.13
0.13
500
14
14
3500
Off
Off
Off
Off
0 0.00246155 0.00422155 0.00167382 0.00226464 —0.00433236 0.00396309 0.00215382 0.00103382 0.00112 0.00189536
0 0.574766 0.984269 0.393905 0.530807 1.01649 0.933434 0.505094 0.241421 0.261633 0.444404
2.60996 32.5381 75.2573 21.7589 30.0671 55.8862 71.0359 38.5677 18.7221 20.1924 33.3741
2.60996 33.1129 76.2415 22.1528 30.5979 56.9027 71.9693 39.0728 18.9635 20.454 33.8185
0 0.00585936 —0.0100745 0.00400727 0.00539827 0.0103924 0.00945427 0.00512418 0.002481 0.00267155 0.00450591
0.0144699 0.0644013 0.150899 0.0429906 0.0603284 0.114217 0.141777 0.0768034 0.03676 0.0398517 0.0675065
0.0144699 0.0702606 0.160974 0.0469979 0.0657266 0.124609 0.151231 0.0819275 0.039241 0.0425233 0.0720125
0 0.0750424 0.12833 0.0509074 0.0689277 0.131779 0.120734 0.0655745 0.0314855 0.0340555 0.0577296
0.184983 0.297221 0.710312 0.205025 0.274334 0.525471 0.657497 0.357981 0.173002 0.184369 0.318479
0.184983 0.372263 0.838641 0.255933 0.343262 0.65725 0.778231 0.423555 0.204488 0.218425 0.376208
2.03385 3.3696 8.79327 2.29133 3.10003 5.93049 8.25492 4.48637 2.15346 2.33291 3.948
TP2 BIOPOD BIOPOD BIOPOD Treepit Treepit Treepit Treepit BIOPOD Treepit BIOPOD
18 22 29 30 31 32 33 34 40 41 42
BioRetentionNo BioRetentionN BioRetentionN BioRetentionN BioRetentionN BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo
deV4 odeV4 odeV4 odeV4 odeV4 deV4 deV4 deV4 deV4 deV4 deV4
0 0 0 0 0 0 0 0 0 0 0
100 100 100 100 100 100 100 100 100 100 100
26 5 5 5 26 26 26 26 5 26 5
0.1 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.1 0.2
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
17 17 17 17 17 17 17 17 17 17 17
3 3 3 3 3 3 3 3 3 3 3
8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000
20 20 20 20 20 20 20 20 20 20 20
6000 6000 6000 6000 6000 6000 6000 6000 6000 6000 6000
0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13
500 500 500 500 500 500 500 500 500 500 500
14 14 14 14 14 14 14 14 14 14 14
3 3 3 3 3 3 3 3 3 3 3
Off Off Off Off Off Off Off Off Off Off Off
Off Off Off Off Off Off Off Off Off Off Off
Off Off Off Off Off Off Off Off Off Off Off
Off Off Off Off Off Off Off Off Off Off Off
26 5 5 5 26 26 26 26 5 26 5
10 10 10 10 10 10 10 10 10 10 10
0.3 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.4 0.3 04
Page 21
Saturated Hydraulic Conductivity (mm/hr) 200 200 200 200 200 200 200 200 200 200 200 200
Infiltration Media Porosity 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35
Length (m) 45 60
Bed slope 0.03 0.01
Base Width (m) 1 0.5
Top width (m) 5 4
Vegetation height (m) 10 0.25
Vegetated with Vegetated with Vegetated with Vegetated with
Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with
Effective Effective Effective Effective
Effective Effective Effective Effective Effective Effective Effective Effective
Nutrient Nutrient Nutrient Nutrient
Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient
Removal Removal Removal Removal
Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants
Plants Plants Plants Plants
Vegetation Type
Total Nitrogen Content in Filter (mg/kg) 400 400 400 400 400 400 400 400 400 400 400 400
Orthophosphate Content in Filter (mg/kg) 50 50 50 50 50 50 50 50 50 50 50 50
Is Base Lined? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Is Underdrain Present? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Is Submerged Zone Present? No No No No No No No No No No No No
Submerged Zone Depth (m)
B for Media Soil Texture -9999 -9999 -9999 -9999 13 -9999 13 13 13 13 13 13 13 13 13 13 13
Proportion of upstream impervious area treated
Exfiltration Rate (mm/hr) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Evaporative Loss as % of PET 0 0 0 100 100 100 100 100 100 100 100 100 100 100 100
Depth in metres below the drain pipe
Sfc 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37
S* 0.22 0.22 0.22 0.22 0.22 0.22 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 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 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 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 0.001 0.001 0.001 0.001 0.001
IN - Mean Annual Flow (ML/yr) 0.132 7.33E-02 8.79E-02 2.5 0.186 0.902 0.171 0.327 0.292 0.384 0.209 0.1 0.108 0.257 0.342 0.225 0.484
IN - TSS Mean Annual Load (kg/yr) 3.9 2.21 2.61 180 33.1 21 30.6 56.9 54.9 72 39.1 19 20.5 35.2 63.7 42.7 92.2
IN - TP Mean Annual Load (kg/yr) 2.19E-02 1.23E-02 1.45E-02 0.533 7.03E-02 0.125 6.57E-02 0.125 0.113 0.151 8.19E-02 3.92E-02 4.25E-02 8.27E-02 0.136 8.69E-02 0.193
IN - TN Mean Annual Load (kg/yr) 0.279 0.154 0.185 3.18 0.372 0.892 0.343 0.657 0.596 0.778 0.424 0.204 0.218 0.514 0.691 0.463 0.981
IN - Gross Pollutant Mean Annual Load (kg/yr) 3.05 1.69 2.03 11.8 3.22 0 2.96 5.66 6.08 7.99 4.34 2.08 2.26 3.82 7.12 4.69 10.1
OUT - Mean Annual Flow (ML/yr) 0.132 7.33E-02 8.79E-02 2.5 0.182 0.902 0.167 0.32 0.284 0.376 0.205 9.63E-02 0.105 0.253 0.334 0.221 0.476
OUT - TSS Mean Annual Load (kg/yr) 2.78 1.38 1.71 56.9 7.65 21 6.78 10.6 7.78 12.8 8.23 2.2 2.53 8.3 10.8 9.59 20.7
OUT - TP Mean Annual Load (kg/yr) 1.98E-02 1.07E-02 1.28E-02 0.366 3.05E-02 0.125 2.82E-02 5.15E-02 4.05E-02 5.86E-02 3.39E-02 1.31E-02 1.43E-02 3.93E-02 5.08E-02 3.67E-02 8.24E-02
OUT - TN Mean Annual Load (kg/yr) 0.261 0.138 0.169 3.65 0.195 0.892 0.177 0.315 0.265 0.373 0.219 8.63E-02 9.38E-02 0.278 0.318 0.245 0.501
OUT - Gross Pollutant Mean Annual Load (kg/yr) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Flow In (ML/yr) 0.131884 0.0732631 0.087906 2.49684 0.185892 0.901544 0.171059 0.327255 0.291838 0.383563 0.20849 0.10005 0.108417 0.25667 0.341829 0.22517 0.483574
ET Loss (ML/yr) 0 0 0 0 0.00375555 0 0.00374836 0.00754327 0.00755618 0.00759264 0.00377845 0.00371355 0.00372118 0.00379382 0.00757836 0.00378418 0.00761582
Infiltration Loss (ML/yr) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Low Flow Bypass Out (ML/yr) 0 0 0 0 0 0.901544 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 0 0 0 0 0 0 0 0 0
Orifice / Filter Out (ML/yr) 0.131618 0.0732635 0.0879095 2.49696 0.121579 1.31E-07 0.114006 0.231471 0.220606 0.273357 0.138188 0.0771341 0.0825709 0.166082 0.250115 0.146485 0.326382
Weir Out (ML/yr) 0.000261157 0 0 0 0.0605087 0 0.0532245 0.0880281 0.0635037 0.102381 0.0664007 0.0191336 0.0220327 0.0866837 0.0839938 0.0747653 0.149373
Transfer Function Out (ML/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
Reuse Requested (ML/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
% Load Reduction 0.00325838 -0.000496343 -0.00403323 -0.00509736 2.04611 -1.46E-05 2.23846 2.36996 2.64826 2.0402 1.87133 3.78082 3.51699 1.52113 2.25873 1.74078 1.61701
TSS Flow In (kg/yr) 3.89871 2.2105 2.60995 179.9 33.0908 20.9694 30.5765 56.8671 54.8136 71.9181 39.0455 18.9503 20.4404 35.1756 63.6275 42.6375 92.1769
TSS ET Loss (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
TSS Low Flow Bypass Out (kg/yr) 0 0 0 0 0 20.9694 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 0 0 0 0 0 0 0 0 0 0
TSS Orifice / Filter Out (kg/yr) 2.77484 1.38223 1.70818 56.9322 0.245959 1.84E-06 0.231143 0.454941 0.447961 0.551499 0.288605 0.164164 0.175335 0.356975 0.505878 0.305364 0.654871
TSS Weir Out (kg/yr) 0.00602351 0 0 0 7.40554 0 6.54659 10.1517 7.33127 12.291 7.94033 2.03111 2.35425 7.94046 10.277 9.28563 20.0909
[OCR of page images]
Saturated Hydraulic Conductivity (mm/hr)
Infiltration Media Porosity
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
Depth in metres below the drain pipe
Sfc
st
Sw
Sh
Emax (m/day)
Ew (m/day)
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)
-9999
0.132
3.9
2.19E-02
0.279
3.05
0.132
2.78
1.98E-02
0.261
0
0.131884
0
0
0
0
0.131618
0.000261157
0
0
0
0
0.00325838
3.89871
0
0
0
0
2.77484
0.00602351
-9999
7.33E-02
2.21
1.23E-02
0.154
1.69
7.33E-02
1.38
1.07E-02
0.138
0
0.0732631
0
0
0
0
0.0732635
-0.000496343
2.2105
0
0
0
0
1.38223
0
-9999
8.79E-02
2.61
1.45E-02
0.185
2.03
8.79E-02
171
1.28E-02
0.169
0
0.087906
0
0
0
0
0.0879095
-0.00403323
2.60995
0
0
0
0
1.70818
0
200
0.35
45
0.03
1
5
10
Vegetated with
Effective
Nutrient
Removal Plants
400
50
Yes
Yes
No
-9999 13
0 0
100
0.37
0.22
0.11
0.05
0.008
0.001
25 0.186
180 33.1
0.533, 7.03E-02
3.18 0.372
11.8 3.22
25 0.182
56.9 7.65
0.366 3.05E-02
3.65 0.195
0 0
2.49684 0.185892
0 0.00375555
0 0
0 0
0 0
2.49696 0.121579
0 0.0605087
0 0
0 0
0 0
0 0
-0.00509736 2.04611
179.9 33.0908
0 0
0 0
0 0
0 0
56.9322 0.245959
0 7.40554
60
0.01
0.5
0.25
-9999
0.902
21
0.125
0.892
0
0.902
21
0.125
0.892
0
0.901544
0
0
0.901544
0
1.31E-07
coono
0
-1.46E-05
20.9694
0
0
20.9694
0
1.84E-06
0
Vegetated with
200 200
0.35 0.35
Effective Effective
Nutrient Nutrient
Removal Plants Removal
Plants
400 400
50 50
Yes Yes
Yes Yes
No No
13 13
0 0
100 100
0.37 0.37
0.22 0.22
0.11 0.11
0.05 0.05
0.008 0.008
0.001 0.001
0.171 0.327
30.6 56.9
6.57E-02 0.125
0.343 0.657
2.96 5.66
0.167 0.32
6.78 10.6
2.82E-02 5.15E-02
0.177 0.315
0 0
0.171059 0.327255
0.00374836 —0.00754327
0 0
0 0
0 0
0.114006 0.231471
0.0532245 0.0880281
0 0
0 0
0 0
0 0
2.23846 2.36996
30.5765 56.8671
0 0
0 0
0 0
0 0
0.231143 0.454941
6.54659 10.1517
200
0.35
Effective
Nutrient
Removal
Plants
400
50
Yes
Yes
No
13
0
100
0.37
0.22
0.11
0.05
0.008
0.001
0.292
54.9
0.113
0.596
6.08
0.284
7.78
4.05E-02
0.265
0
0.291838
0.00755618
0
0
0
0.220606
0.0635037
0
0
0
0
2.64826
54.8136
0
0
0
0
0.447961
7.33127
200
0.35
Effective
Nutrient
Removal
Plants
400
50
Yes
Yes
No
13
0
100
0.37
0.22
0.11
0.05
0.008
0.001
0.384
72
0.151
0.778
7.99
0.376
12.8
5.86E-02
0.373
0
0.383563
0.00759264
0
0
0
0.273357
0.102381
0
0
0
0
2.0402
71.9181
0
0
0
0
0.551499
12.291
200
0.35
Vegetated with Vegetated with Vegetated with Vegetated with
Effective
Nutrient
Removal
Plants
400
50
Yes
Yes
No
13
0
100
0.37
0.22
0.11
0.05
0.008
0.001
0.209
30.1
8.19E-02
0.424
4.34
0.205
8.23
3.39E-02
0.219
0
0.20849
0.00377845
0
0
0
0.138188
0.066407
0
0
0
0
1.87133
39.0455
0
0
0
0
0.288605
7.94033
200
0.35
200
0.35
200
0.35
200
0.35
200
0.35
200
0.35
Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with
Effective
Nutrient
Effective
Nutrient
Effective
Nutrient
Effective
Nutrient
Effective
Nutrient
Effective
Nutrient
Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants
400
50
Yes
Yes
No
13
0
100
0.37
0.22
0.11
0.05
0.008
0.001
0.1
19
3.92E-02
0.204
2.08
9.63E-02
2.2
1.31E-02
8.63E-02
0
0.10005
0.00371355
0
0
0
0.0771341
0.0191336
0
0
0
0
3.78082
18.9503
0
0
0
0
0.164164
2.03111
400
50
Yes
Yes
No
13
0
100
0.37
0.22
0.11
0.05
0.008
0.001
0.108
20.5
4.25E-02
0.218
2.26
0.105
2.53
1.43E-02
9.38E-02
0
0.108417
0.00372118
0
0
0
0.0825709
0.0220327
0
0
0
0
3.51699
20.4404
0
0
0
0
0.175335
2.35425
400
50
Yes
Yes
No
13
0
100
0.37
0.22
0.11
0.05
0.008
0.001
0.257
35.2
8.27E-02
0.514
3.82
0.253
8.3
3.93E-02
0.278
0
0.25667
0.00379382
0
0
0
0.166082
0.0866837
0
0
0
0
1.52113
35.1756
0
0
0
0
0.356975
7.94046
400
50
Yes
Yes
No
13
0
100
0.37
0.22
0.11
0.05
0.008
0.001
0.342
63.7
0.136
0.691
7.12
0.334
10.8
5.08E-02
0.318
0
0.341829
0.00757836
0
0
0
0.250115
0.0839938
0
0
0
0
2.25873
63.6275
0
0
0
0
0.505878
10.277
400
50
Yes
Yes
No
13
0
100
0.37
0.22
0.11
0.05
0.008
0.001
0.225
42.7
8.69E-02
0.463
4.69
0.221
9.59
3.67E-02
0.245
0
0.22517
0.00378418
0
0
0
0.146485
0.0747653
0
0
0
0
1.74078
42.6375
0
0
0
0
0.305364
9.28563
400
50
Yes
Yes
No
13
0
100
0.37
0.22
0.11
0.05
0.008
0.001
0.484
92.2
0.193
0.981
10.1
0.476
20.7
8.24E-02
0.501
0
0.483574
0.00761582
0
0
0
0.326382
0.149373
0
0
0
0
1.61701
92.1769
0
0
0
0
0.654871
20.0909
Page 22
TSS Transfer Function Out (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
TSS Reuse Requested (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
TSS % Load Reduction 28.6723 37.4699 34.5513 68.3534 76.8772 -8.77E-06 77.8335 81.3483 85.8079 82.1428 78.9248 88.4157 87.6246 76.4114 83.0531 77.5057 77.4935
TP Flow In (kg/yr) 0.0218545 0.012312 0.0144699 0.532686 0.0702276 0.125282 0.0656941 0.124551 0.112462 0.151157 0.0818909 0.0392232 0.0425048 0.0826435 0.135512 0.0868874 0.193129
TP ET Loss (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
TP Low Flow Bypass Out (kg/yr) 0 0 0 0 0 0.125282 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 0 0 0 0 0 0 0 0 0
TP Orifice / Filter Out (kg/yr) 0.0197327 0.0106702 0.0128353 0.365796 0.0118361 1.71E-08 0.011106 0.0223532 0.0215041 0.0265964 0.0135773 0.00762255 0.00815382 0.016457 0.0243477 0.0143881 0.0317075
TP Weir Out (kg/yr) 5.23E-05 0 0 0 0.0186985 0 0.0171257 0.0290983 0.0189523 0.0319973 0.0203215 0.00549636 0.00618636 0.0228393 0.0264061 0.0222625 0.0506399
TP Transfer Function Out (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
TP Reuse Requested (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
TP % Load Reduction 9.469 13.3351 11.2968 31.3299 56.5206 -1.36E-05 57.0255 58.6903 64.0267 61.2366 58.6049 66.5532 66.2622 52.4508 62.5466 57.8183 57.3614
TN Flow In (kg/yr) 0.278718 0.153551 0.184984 3.18457 0.372132 0.89173 0.343136 0.65701 0.595522 0.77794 0.423409 0.204413 0.218345 0.514154 0.691142 0.462663 0.980682
TN ET Loss (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
TN Low Flow Bypass Out (kg/yr) 0 0 0 0 0 0.89173 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 0 0 0 0 0 0 0 0 0
TN Orifice / Filter Out (kg/yr) 0.260234 0.138157 0.168989 3.64593 0.0738399 1.84E-07 0.0691755 0.139406 0.133093 0.165324 0.0842945 0.0469349 0.0501405 0.101647 0.151053 0.0895848 0.197403
TN Weir Out (kg/yr) 0.000497772 0 0 0 0.121439 0 0.107714 0.175555 0.131583 0.207109 0.134196 0.0393825 0.0436684 0.176641 0.166936 0.154951 0.303396
TN Transfer Function Out (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
TN Reuse Requested (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
TN % Load Reduction 6.45339 10.0251 8.64647 -14.4872 47.5243 -2.06E-05 48.449 52.0614 55.5556 52.1257 48.3972 57.7731 57.0365 45.8746 53.9909 47.146 48.9337
GP Flow In (kg/yr) 3.05077 1.69487 2.03385 11.8054 3.21616 0 2.95876 5.66045 6.07628 7.98637 4.33988 2.08337 2.25678 3.81936 7.11766 4.68741 10.0697
GP ET Loss (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
GP Low Flow Bypass Out (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0
GP Orifice / Filter Out (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
GP Transfer Function Out (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
GP Reuse Requested (kg/yr) 0 0 0 0 0 0 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 0 0 0 0 0 0
GP % Load Reduction 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
PET Scaling Factor 1 1 1 1 1 1 1 1 1 1 1 1
No Generic treatment nodes
Other nodes
Receiving Node - Junction - Junction- Junction- Junction-
Cooroy Creek CMT 2 SSD CMT3 CMT4 CMT5
Location
ID 1 19 35 45 53
ReceivingNode JunctionNode JunctionNode JunctionNode JunctionNode
Node Type
IN - Mean Annual Flow (ML/yr) 6.23 0.796 1.32 1.53 0.711
IN - TSS Mean Annual Load (kg/yr) 186 47.2 41.9 59.3 19.5
IN - TP Mean Annual Load (kg/yr) 0.95 0.157 0.2 0.248 0.102
IN - TN Mean Annual Load (kg/yr) 7.47 0.943 1.31 1.62 0.67
IN - Gross Pollutant Mean Annual Load (kg/yr) 2.19 2.19 0 0 0
OUT - Mean Annual Flow (ML/yr) 6.23 0.796 1.32 1.53 0.711
[OCR of page images]
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)
0
0
0
0
28.6723
0.0218545
0
0
0
0
0.0197327
5.23E-05
0
0
0
0
9.469
0.278718
0
0
0
0
0.260234
0.000497772
0
0
0
0
6.45339
3.05077
0
cooeooO oO oC Oe
100
Receiving Node -
Cooroy Creek
1
ReceivingNode
6.23
186
0.95
TAT
2.19
6.23
0
0
0
0
37.4699
0.012312
0
0
0
0
0.0106702
13.3351
0.153551
0
0
0
0
0.138157
10.0251
1.69487
0
cooeooO oO oC Oe
100
Junction -
CMT 2 SSD
19
JunctionNode JunctionNode JunctionNode JunctionNode
0.796
47.2
0.157
0.943
2.19
0.796
0
0
0
0
34.5513
0.0144699
0
0
0
0
0.0128353
11.2968
0.184984
0
0
0
0
0.168989
8.64647
2.03385
0
ecoooca COC Oe
100
Junction-
CMT3
35
1.32
41.9
0.2
1.31
0
1.32
0
0
0
0
68.3534
0.532686
0
0
0
0
0.365796
31.3299
3.18457
0
0
0
0
3.64593
14.4872
11.8054
0
ecoooca COC Oe
100
Junction-
CMT4
45
1.53
59.3
0.248
1.62
0
1.53
0
0
0
0
76.8772
0.0702276
0
0
0
0
0.0118361
0.0186985
0
0
0
0
56.5206
0.372132
0
0
0
0
0.0738399
0.121439
0
0
0
0
47.5243
3.21616
0
ecoooca COC Oe
100
Junction-
CMT5
53
0.711
19.5
0.102
0.67
0
0.711
0
0
0
0
-8.77E-06
0.125282
0
0
0.125282
0
1.71E-08
coono
0
-1.36E-05
0.89173
0
0
0.89173
0
1.84E-07
coono
-2.06E-05
i
100
0
0
0
0
77.8335
0.0656941
0
0
0
0
0.011106
0.0171257
0
0
0
0
57.0255
0.343136
0
0
0
0
0.0691755
0.107714
0
0
0
0
48.449
2.95876
0
ocoooecoo OC os
100
0
0
0
0
81.3483
0.124551
0
0
0
0
0.0223532
0.0290983
0
0
0
0
58.6903
0.65701
0
0
0
0
0.139406
0.175555
0
0
0
0
52.0614
5.66045
0
cooeooO oO oC Oe
100
0
0
0
0
85.8079
0.112462
0
0
0
0
0.0215041
0.0189523
0
0
0
0
64.0267
0.595522
0
0
0
0
0.133093
0.131583
0
0
0
0
55.5556
6.07628
0
cooeooO oO oC Oe
100
0
0
0
0
82.1428
0.151157
0
0
0
0
0.0265964
0.0319973
0
0
0
0
61.2366
0.77794
0
0
0
0
0.165324
0.207109
0
0
0
0
52.1257
7.98637
0
cooeooO oO oC Oe
100
0
0
0
0
78.9248
0.0818909
0
0
0
0
0.0135773
0.0203215
0
0
0
0
58.6049
0.423409
0
0
0
0
0.0842945
0.134196
0
0
0
0
48.3972
4.33988
0
cooeooO oO oC Oe
100
0
0
0
0
88.4157
0.0392232
0
0
0
0
0.00762255
0.00549636
0
0
0
0
66.5532
0.204413
0
0
0
0
0.0469349
0.0393825
0
0
0
0
57.7731
2.08337
0
ecoooca COC Oe
100
0
0
0
0
87.6246
0.0425048
0
0
0
0
0.00815382
0.00618636
0
0
0
0
66.2622
0.218345
0
0
0
0
0.0501405
0.0436684
0
0
0
0
57.0365
2.25678
0
ocoooecoo OC os
100
0
0
0
0
76.4114
0.0826435
0
0
0
0
0.016457
0.0228393
0
0
0
0
52.4508
0.514154
0
0
0
0
0.101647
0.176641
0
0
0
0
45.8746
3.81936
0
cooeooO oO oC Oe
100
0
0
0
0
83.0531
0.135512
0
0
0
0
0.0243477
0.0264061
0
0
0
0
62.5466
0.691142
0
0
0
0
0.151053
0.166936
0
0
0
0
53.9909
7.11766
0
ecoooca COC Oe
100
0
0
0
0
77.5057
0.0868874
0
0
0
0
0.0143881
0.0222625
0
0
0
0
57.8183
0.462663
0
0
0
0
0.0895848
0.154951
0
0
0
0
47.146
4.68741
0
ocoooecoo OC os
100
0
0
0
0
77,4935
0.193129
0
0
0
0
0.0317075
0.0506399
0
0
0
0
57.3614
0.980682
0
0
0
0
0.197403
0.303396
0
0
0
0
48.9337
10.0697
0
=Sac0c0c CCC GCC So
Page 23
OUT - TSS Mean Annual Load (kg/yr) 186 47.2 41.9 59.3 19.5
OUT - TP Mean Annual Load (kg/yr) 0.95 0.157 0.2 0.248 0.102
OUT - TN Mean Annual Load (kg/yr) 7.47 0.943 1.31 1.62 0.67
OUT - Gross Pollutant Mean Annual Load (kg/yr) 2.19 2.19 0 0 0
% Load Reduction 2.22 1.87 2.25 1.71 2.59
TSS % Load Reduction 83.6 66.9 82.6 78.4 84.5
TN % Load Reduction 42.4 42.1 52.2 48.9 54.7
TP % Load Reduction 60.5 48.9 61 57.5 61.8
GP % Load Reduction 98.3 84.4 100 100 100
Links
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
Location
Source node ID 6 8 11 12 14 15 13 17 20 21 18 22 19 27 26 25 24
Target node ID 7 9 10 1 1 13 19 19 18 22 19 19 1 34 33 32 31
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
Muskingum K
Muskingum theta
IN - Mean Annual Flow (ML/yr) 0.132 7.33E-02 8.79E-02 2.5 0.902 0.186 0.182 0.126 0.171 0.327 0.167 0.32 0.796 0.183 0.108 0.1 0.209
IN - TSS Mean Annual Load (kg/yr) 3.9 2.21 2.61 56.9 21 33.1 7.65 22.2 30.6 56.9 6.78 10.6 47.2 33.8 20.5 19 39.1
IN - TP Mean Annual Load (kg/yr) 2.19E-02 1.23E-02 1.45E-02 0.366 0.125 7.03E-02 3.05E-02 4.70E-02 6.57E-02 0.125 2.82E-02 5.15E-02 0.157 7.20E-02 4.25E-02 3.92E-02 8.19E-02
IN - TN Mean Annual Load (kg/yr) 0.279 0.154 0.185 3.65 0.892 0.372 0.195 0.256 0.343 0.657 0.177 0.315 0.943 0.376 0.218 0.204 0.424
IN - Gross Pollutant Mean Annual Load (kg/yr) 3.05 1.69 2.03 0 0 3.22 0 2.19 2.96 5.66 0 0 2.19 3.82 2.26 2.08 4.34
OUT - Mean Annual Flow (ML/yr) 0.132 7.33E-02 8.79E-02 2.5 0.902 0.186 0.182 0.126 0.171 0.327 0.167 0.32 0.796 0.183 0.108 0.1 0.209
OUT - TSS Mean Annual Load (kg/yr) 3.9 2.21 2.61 56.9 21 33.1 7.65 22.2 30.6 56.9 6.78 10.6 47.2 33.8 20.5 19 39.1
OUT - TP Mean Annual Load (kg/yr) 2.19E-02 1.23E-02 1.45E-02 0.366 0.125 7.03E-02 3.05E-02 4.70E-02 6.57E-02 0.125 2.82E-02 5.15E-02 0.157 7.20E-02 4.25E-02 3.92E-02 8.19E-02
OUT - TN Mean Annual Load (kg/yr) 0.279 0.154 0.185 3.65 0.892 0.372 0.195 0.256 0.343 0.657 0.177 0.315 0.943 0.376 0.218 0.204 0.424
OUT - Gross Pollutant Mean Annual Load (kg/yr) 3.05 1.69 2.03 0 0 3.22 0 2.19 2.96 5.66 0 0 2.19 3.82 2.26 2.08 4.34
Catchment Details
HinterlandPlayground_
10Feb2020
Catchment Name
Timestep 6 Minutes
Start Date 1/01/1973
End Date 31/12/1983 23:54
40059 COOROY
Rainfall Station
User-defined monthly
ET Station PET
Mean Annual Rainfall (mm) 1595
Mean Annual ET (mm) 1631
Page 24
CMT3f CMT4e CMT4d CMT4c CMT4b CMT5d CMT5c CMT5b
28 36 37 38 39 46 47 48
UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo
de de de de de de de de
Mixed Mixed Mixed Mixed Mixed Mixed Mixed Mixed
0.035 0.041 0.027 0.058 0.021 0.021 0.008 0.016
0.010509142 0.012310709 0.008107052 0.017415149 0.006305485 0.006305485 0.00240209 0.004804179
0.024490858 0.028689291 0.018892948 0.040584851 0.014694515 0.014694515 0.00559791 0.011195821
200 200 200 200 200 200 200 200
211 211 211 211 211 211 211 211
5 5 5 5 5 5 5 5
1 1 1 1 1 1 1 1
500 500 500 500 500 500 500 500
10 10 10 10 10 10 10 10
50 50 50 50 50 50 50 50
28 28 28 28 28 28 28 28
27 27 27 27 27 27 27 27
0 0 0 0 0 0 0 0
2.18 2.18 2.18 2.18 2.18 2.18 2.18 2.18
0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
-0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47
0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26
0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
1 1 1 1 1 1 1 1
0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
-0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97 -0.97
0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
Off Off Off Off Off Off Off Off
0.292 0.342 0.225 0.484 0.175 0.175 6.67E-02 0.133
54.9 63.7 42.7 92.2 33.6 33.5 12.4 25.4
0.113 0.136 8.69E-02 0.193 6.73E-02 6.90E-02 2.61E-02 5.30E-02
0.596 0.691 0.463 0.981 0.357 0.356 0.136 0.27
6.08 7.12 4.69 10.1 3.65 3.65 1.39 2.78
0.556914 0.652385 0.42962 0.922885 0.334148 0.334148 0.127295 0.254589
0.261945 0.306849 0.202072 0.43408 0.157168 0.157168 0.0598732 0.119747
0 0 0 0 0 0 0 0
0.0521106 0.061044 0.0401996 0.0863547 0.0312664 0.0312664 0.011911 0.023822
0.153854 0.180229 0.118687 0.254958 0.0923125 0.0923125 0.0351666 0.0703333
0.0859888 0.10073 0.0663343 0.142496 0.0515933 0.0515933 0.0196545 0.0393092
0.239843 0.280959 0.185022 0.397454 0.143906 0.143906 0.0548212 0.109642
0.291954 0.342003 0.225221 0.483809 0.175172 0.175172 0.0667322 0.133464
[OCR of page images]
CMT3f CMT4e CMT4d CMT4c CMT4b CMT5d CMT5c CMT5b
28 36 37 38 39 46 47 48
UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo UrbanSourceNo
de de de de de de de de
Mixed Mixed Mixed Mixed Mixed Mixed Mixed Mixed
0.035 0.041 0.027 0.058 0.021 0.021 0.008 0.016
0.010509142 0.012310709 0.008107052 0.017415149 —0.006305485 + —0.006305485 + —0.00240209 + —:0.004804179
0.024490858 0.028689291 0.018892948 0.040584851 0.014694515 + 0.014694515 —:0.00559791 0.011195821
200 200 200 200 200 200 200 200
211 211 211 211 211 211 211 211
5 5 5 5 5 5 5 5
1 1 1 1 1 1 1 1
500 500 500 500 500 500 500 500
10 10 10 10 10 10 10 10
50 50 50 50 50 50 50 50
28 28 28 28 28 28 28 28
27 27 27 27 27 27 27 27
0 0 0 0 0 0 0 0
2.18 2.18 2.18 2.18 2.18 2.18 2.18 2.18
0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
-0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47
0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26
0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
1 1 1 1 1 1 1 1
0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
-0.97 -0.97 0.97 -0.97 -0.97 -0.97 -0.97 -0.97
0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic Stochastic
0 0 0 0 0 0 0 0
Off Off Off Off Off Off Off Off
0.292 0.342 0.225 0.484 0.175 0.175 6.67E-02 0.133
54.9 63.7 427 92.2 33.6 33.5 124 25.4
0.113 0.136 8.69E-02 0.193 6.73E-02 6.90E-02 2.61E-02 5.30E-02
0.596 0.691 0.463 0.981 0.357 0.356 0.136 0.27
6.08 7.12 4.69 10.1 3.65 3.65 1.39 2.78
0.556914 0.652385 0.42962 0.922885 0.334148 0.334148 0.127295 0.254589
0.261945 0.306849 0.202072 0.43408 0.157168 0.157168 0.0598732 0.119747
0 0 0 0 0 0 0 0
0.0521106 0.061044 0.0401996 0.0863547 0.0312664 0.0312664 0.011911 0.023822
0.153854 0.180229 0.118687 0.254958 0.0923125 0.0923125 0.0351666 0.0703333
0.0859888 0.10073 0.0663343 0.142496 0.0515933 0.0515933 0.0196545 0.0393092
0.239843 0.280959 0.185022 0.397454 0.143906 0.143906 0.0548212 0.109642
0.291954 0.342003 0.225221 0.483809 0.175172 0.175172 0.0667322 0.133464
Page 25
0.00301536 0.00353236 0.00232618 0.004997 0.00180927 0.00180927 0.000689273 0.00137845
0.714236 0.825735 0.543399 1.17702 0.424289 0.424987 0.161395 0.323811
54.1365 62.8467 42.1216 91.0588 33.1864 33.1158 12.2469 25.1118
54.8507 63.6725 42.665 92.2358 33.6106 33.5408 12.4083 25.4356
0.00719591 0.00844064 0.005551 0.0118915 0.00430736 0.00430773 0.00164391 0.00328855
0.105312 0.127138 0.0813731 0.181324 0.0629601 0.0647065 0.0244654 0.0496655
0.112508 0.135578 0.0869241 0.193216 0.0672675 0.0690142 0.0261093 0.052954
0.0916647 0.107726 0.0708763 0.152245 0.0551868 0.0550785 0.0210252 0.0419413
0.504093 0.583668 0.391966 0.828826 0.301436 0.301049 0.114698 0.228019
0.595758 0.691394 0.462843 0.981072 0.356623 0.356127 0.135723 0.26996
6.28092 7.35765 4.84529 10.4084 3.76855 3.76855 1.43564 2.87128
Treepit Treepit Treepit Treepit Treepit BIOPOD BIOPOD - 10m2 Bioswale
43 44 49 50 51 52 54 55
BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo
deV4 deV4 deV4 deV4 deV4 deV4 deV4 deV4
0 0 0 0 0 0 0 0
100 100 100 100 100 100 100 100
2.6 2.6 2.6 2.6 2.6 5 5 30
0.1 0.1 0.1 0.1 0.1 0.2 0.2 0
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7
3 3 3 3 3 3 3 3
8000 8000 8000 8000 8000 8000 8000 8000
20 20 20 20 20 20 20 20
6000 6000 6000 6000 6000 6000 6000 6000
0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13
500 500 500 500 500 500 500 500
1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4
3 3 3 3 3 3 3 3
Off Off Off Off Off Off Off Off
Off Off Off Off Off Off Off Off
Off Off Off Off Off Off Off Off
Off Off Off Off Off Off Off Off
2.6 2.6 2.6 2.6 2.6 5 5 30
10 10 10 10 10 10 10 10
0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.3
[OCR of page images]
0.00301536 0.00353236 0.00232618 0.004997 0.00180927 0.00180927 0.000689273 —-0.00137845
0.714236 0.825735 0.543399 1.17702 0.424289 0.424987 0.161395 0.323811
54.1365 62.8467 42.1216 91.0588 33.1864 33.1158 12.2469 25.1118
54.8507 63.6725 42.665 92.2358 33.6106 33.5408 12.4083 25.4356
0.00719591 0.00844064 0.005551 0.0118915 0.00430736 0.00430773 0.00164391 0.00328855
0.105312 0.127138 0.0813731 0.181324 0.0629601 0.0647065 0.0244654 0.0496655
0.112508 0.135578 0.0869241 0.193216 0.0672675 0.0690142 0.0261093 0.052954
0.0916647 0.107726 0.0708763 0.152245 0.0551868 0.0550785 0.0210252 0.0419413
0.504093 0.583668 0.391966 0.828826 0.301436 0.301049 0.114698 0.228019
0.595758 0.691394 0.462843 0.981072 0.356623 0.356127 0.135723 0.26996
6.28092 7.35765 4.84529 10.4084 3.76855 3.76855 1.43564 2.87128
Treepit Treepit Treepit Treepit Treepit BIOPOD BIOPOD-10m2 _Bioswale
43 44 49 50 51 52 54 55
BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo BioRetentionNo
deV4 deV4 deV4 deV4 deV4 deV4 deV4 deV4
0 0 0 0 0 0 0 0
100 100 100 100 100 100 100 100
26 26 26 26 26 5 5 30
0.1 0.1 0.1 0.1 0.1 0.2 0.2 0
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
17 17 17 17 17 17 17 17
3 3 3 3 3 3 3 3
8000 8000 8000 8000 8000 8000 8000 8000
20 20 20 20 20 20 20 20
6000 6000 6000 6000 6000 6000 6000 6000
0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13
500 500 500 500 500 500 500 500
14 14 14 14 14 14 14 14
3 3 3 3 3 3 3 3
Off Off Off Off Off Off Off Off
Off Off Off Off Off Off Off Off
Off Off Off Off Off Off Off Off
Off Off Off Off Off Off Off Off
26 26 26 26 26 5 5 30
10 10 10 10 10 10 10 10
0.3 0.3 0.3 0.3 0.3 04 0.4 0.3
Page 26
200 200 200 200 200 200 200 200
0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35
Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with
Effective Effective Effective Effective Effective Effective Effective Effective
Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient
Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants
400 400 400 400 400 400 400 400
50 50 50 50 50 50 50 50
Yes Yes Yes Yes Yes Yes Yes Yes
Yes Yes Yes Yes Yes Yes Yes Yes
No No No No No No No No
13 13 13 13 13 13 13 13
0 0 0 0 0 0 0 0
100 100 100 100 100 100 100 100
0 0
0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37
0.22 0.22 0.22 0.22 0.22 0.22 0.22 0.22
0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11
0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05
0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008
0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001
0.175 0.332 0.175 6.67E-02 0.133 0.355 0.409 0.945
33.6 40.7 33.5 12.4 25.4 53.1 76.2 167
6.73E-02 9.70E-02 6.90E-02 2.61E-02 5.30E-02 0.117 0.161 0.356
0.357 0.669 0.356 0.136 0.27 0.701 0.839 1.94
3.65 4.17 3.65 1.39 2.78 5.56 8.51 16.3
0.171 0.328 0.171 6.30E-02 0.13 0.347 0.401 0.902
6.4 11.8 6.25 0.959 3.61 8.64 14 21
2.64E-02 5.13E-02 2.71E-02 7.58E-03 1.91E-02 4.82E-02 6.40E-02 0.125
0.176 0.383 0.178 5.05E-02 0.123 0.319 0.413 0.892
0 0 0 0 0 0 0 0
0.17511 0.331903 0.17511 0.0666787 0.133363 0.354677 0.408592 0.944724
0.00376445 0.00380473 0.00376445 0.00366364 0.003741 0.00759218 0.00759964 0.0422489
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0.121015 0.200921 0.121015 0.0541817 0.0979767 0.265739 0.28693 0.666358
0.0502421 0.127083 0.0502421 0.00880082 0.0316093 0.0811413 0.113786 0.235332
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
2.20033 1.17485 2.20033 5.54327 2.83232 2.19819 1.92748 4.55523
33.5861 40.678 33.516 12.4 25.4183 53.0753 76.1866 167.084
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0.253783 0.435122 0.253783 0.116806 0.206776 0.551023 0.57796 1.3863
6.14438 11.3346 5.99395 0.842005 3.39966 8.09054 13.3917 19.5818
[OCR of page images]
200 200 200 200 200 200 200 200
0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35
Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with Vegetated with
Effective Effective Effective Effective Effective Effective Effective Effective
Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient Nutrient
Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants Removal Plants
400 400 400 400 400 400 400 400
50 50 50 50 50 50 50 50
Yes Yes Yes Yes Yes Yes Yes Yes
Yes Yes Yes Yes Yes Yes Yes Yes
No No No No No No No No
13 13 13 13 13 13 13 13
0 0 0 0 0 0 0 0
100 100 100 100 100 100 100 100
0 0
0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37
0.22 0.22 0.22 0.22 0.22 0.22 0.22 0.22
0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11
0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05
0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008
0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001
0.175 0.332 0.175 6.67E-02 0.133 0.355 0.409 0.945
33.6 40.7 33.5 124 25.4 53.1 76.2 167
6.73E-02 9.70E-02 6.90E-02 2.61E-02 5.30E-02 0.117 0.161 0.356
0.357 0.669 0.356 0.136 0.27 0.701 0.839 1.94
3.65 417 3.65 1.39 2.78 5.56 8.51 16.3
0.171 0.328 0.171 6.30E-02 0.13 0.347 0.401 0.902
64 11.8 6.25 0.959 3.61 8.64 14 21
2.64E-02 5.13E-02 2.71E-02 7.58E-03 1.91E-02 4.82E-02 6.40E-02 0.125
0.176 0.383 0.178 5.05E-02 0.123 0.319 0.413 0.892
0 0 0 0 0 0 0 0
0.17511 0.331903 0.17511 0.0666787 0.133363 0.354677 0.408592 0.944724
0.00376445 0.00380473 0.00376445 0.00366364 0.003741 0.00759218 0.00759964 0.0422489
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0.121015 0.200921 0.121015 0.0541817 0.0979767 0.265739 0.28693 0.666358
0.0502421 0.127083 0.0502421 0.00880082 0.0316093 0.0811413 0.113786 0.235332
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
2.20033 1.17485 2.20033 5.54327 2.83232 2.19819 1.92748 4.55523
33.5861 40.678 33.516 124 25.4183 53.0753 76.1866 167.084
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0.253783 0.435122 0.253783 0.116806 0.206776 0.551023 0.57796 1.3863
6.14438 11.3346 5.99395 0.842005 3.39966 8.09054 13.3917 19.5818
Page 27
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 80.95 71.0661 81.3589 92.2676 85.8117 83.7183 81.6639 87.4506 0.0672355 0.0969202 0.0689801 0.0260977 0.0529322 0.116937 0.1609 0.355933 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0119064 0.0199575 0.0119064 0.00537445 0.00965727 0.0260616 0.0279098 0.0654158 0.0145198 0.0313465 0.0152104 0.00220609 0.00941509 0.0220988 0.0360596 0.0598096 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60.6961 47.0658 60.6891 70.9532 63.9683 58.8149 60.2427 64.8177 0.356491 0.668719 0.355994 0.135663 0.269843 0.701179 0.838359 1.93601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0738525 0.123357 0.0755482 0.0328933 0.0596425 0.160512 0.173592 0.40464 0.102316 0.259476 0.102101 0.0176179 0.0632317 0.157829 0.238995 0.486696 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50.5825 42.7513 50.0977 62.7671 54.4646 54.5991 50.7864 53.9602 3.64588 4.16674 3.64588 1.38888 2.77777 5.55554 8.50689 16.3381 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 100 100 100 100 100 100 1 1 1 1 1 1 1 1 [OCR of page images] coono 80.95 0.0672355 0 0 0 0 0.0119064 0.0145198 0 0 0 0 60.6961 0.356491 0 0 0 0 0.0738525 0.102316 0 0 0 0 50.5825 3.64588 0 =-Bee20990900900 0 0 0 0 71.0661 0.0969202 0 0 0 0 0.0199575 0.0313465 0 0 0 0 47.0658 0.668719 0 0 0 0 0.123357 0.259476 0 0 0 0 42.7513 4.16674 0 ecoooca COC Oe 100 0 0 0 0 81.3589 0.0689801 0 0 0 0 0.0119064 0.0152104 0 0 0 0 60.6891 0.355994 0 0 0 0 0.0755482 0.102101 0 0 0 0 50.0977 3.64588 0 ocoooecoo OC os 100 0 0 0 0 92.2676 0.0260977 0 0 0 0 0.00537445 0.00220609 0 0 0 0 70.9532 0.135663 0 0 0 0 0.0328933 0.0176179 0 0 0 0 62.7671 1.38888 0 =-Bee20990900900 0 0 0 0 85.8117 0.0529322 0 0 0 0 0.00965727 0.00941509 0 0 0 0 63.9683 0.269843 0 0 0 0 0.0596425 0.0632317 0 0 0 0 54.4646 277777 0 ecoooca COC Oe 100 0 0 0 0 83.7183 0.116937 0 0 0 0 0.0260616 0.0220988 0 0 0 0 58.8149 0.701179 0 0 0 0 0.160512 0.157829 0 0 0 0 54.5991 5.55554 0 cooeooO oO oC Oe 100 0 0 0 0 81.6639 0.1609 0 0 0 0 0.0279098 0.0360596 0 0 0 0 60.2427 0.838359 0 0 0 0 0.173592 0.238995 0 0 0 0 50.7864 8.50689 0 cooa OOO Oe 100 0 0 0 0 87.4506 0.355933 0 0 0 0 0.0654158 0.0598096 0 0 0 0 64.8177 1.93601 0 0 0 0 0.40464 0.486696 0 0 0 0 53.9602 16.3381 0 ecoooca COC Oe 100
Page 28
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 Drainage Link Drainage Link Drainage Link
23 28 34 33 32 31 30 29 35 3 39 38 37 36 44 43 42 41 40 45
30 29 35 35 35 35 35 35 1 44 43 42 41 40 45 45 45 45 45 12
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 Not Routed Not Routed Not Routed
0.384 0.292 0.253 0.105 9.63E-02 0.205 0.376 0.284 1.32 0.2 0.175 0.484 0.225 0.342 0.328 0.171 0.476 0.221 0.334 1.53
72 54.9 8.3 2.53 2.2 8.23 12.8 7.78 41.9 37.9 33.6 92.2 42.7 63.7 11.8 6.4 20.7 9.59 10.8 59.3
0.151 0.113 3.93E-02 1.43E-02 1.31E-02 3.39E-02 5.86E-02 4.05E-02 0.2 7.72E-02 6.73E-02 0.193 8.69E-02 0.136 5.13E-02 2.64E-02 8.24E-02 3.67E-02 5.08E-02 0.248
0.778 0.596 0.278 9.38E-02 8.63E-02 0.219 0.373 0.265 1.31 0.408 0.357 0.981 0.463 0.691 0.383 0.176 0.501 0.245 0.318 1.62
7.99 6.08 0 0 0 0 0 0 0 4.17 3.65 10.1 4.69 7.12 0 0 0 0 0 0
0.384 0.292 0.253 0.105 9.63E-02 0.205 0.376 0.284 1.32 0.2 0.175 0.484 0.225 0.342 0.328 0.171 0.476 0.221 0.334 1.53
72 54.9 8.3 2.53 2.2 8.23 12.8 7.78 41.9 37.9 33.6 92.2 42.7 63.7 11.8 6.4 20.7 9.59 10.8 59.3
0.151 0.113 3.93E-02 1.43E-02 1.31E-02 3.39E-02 5.86E-02 4.05E-02 0.2 7.72E-02 6.73E-02 0.193 8.69E-02 0.136 5.13E-02 2.64E-02 8.24E-02 3.67E-02 5.08E-02 0.248
0.778 0.596 0.278 9.38E-02 8.63E-02 0.219 0.373 0.265 1.31 0.408 0.357 0.981 0.463 0.691 0.383 0.176 0.501 0.245 0.318 1.62
7.99 6.08 0 0 0 0 0 0 0 4.17 3.65 10.1 4.69 7.12 0 0 0 0 0 0
[OCR of page images]
Drainage Link
23
30
Not Routed
0.384
72
0.151
0.778
7.99
0.384
72
0.151
0.778
7.99
Drainage Link
28
29
Not Routed
0.292
54.9
0.113
0.596
6.08
0.292
54.9
0.113
0.596
6.08
Drainage Link
34
35
Not Routed
0.253
8.3
3.93E-02
0.278
0.253
8.3
3.93E-02
0.278
Drainage Link
33
35
Not Routed
0.105
2.53
1.43E-02
9.38E-02
0.105
2.53
1.43E-02
9.38E-02
Drainage Link
32
35
Not Routed
9.63E-02
2.2
1.31E-02
8.63E-02
9.63E-02
2.2
1.31E-02
8.63E-02
Drainage Link
31
35
Not Routed
0.205
8.23
3.39E-02
0.219
0.205
8.23
3.39E-02
0.219
Drainage Link
30
35
Not Routed
0.376
128
5.86E-02
0.373
0.376
128
5.86E-02
0.373
Drainage Link
29
35
Not Routed
0.284
7.78
4.05E-02
0.265
0.284
7.78
4.05E-02
0.265
Drainage Link
35
1
Not Routed
1.32
41.9
0.2
1.31
1.32
41.9
0.2
1.31
Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link
3
44
Not Routed
0.2
37.9
7.72E-02
0.408
417
0.2
37.9
7.72E-02
0.408
417
39
43
Not Routed
0.175
33.6
6.73E-02
0.357
3.65
0.175
33.6
6.73E-02
0.357
3.65
38
42
Not Routed
0.484
92.2
0.193
0.981
10.1
0.484
92.2
0.193
0.981
10.1
37
4
Not Routed
0.225
42.7
8.69E-02
0.463
4.69
0.225
42.7
8.69E-02
0.463
4.69
36
40
Not Routed
0.342
63.7
0.136
0.691
7.12
0.342
63.7
0.136
0.691
7.12
44
45
Not Routed
0.328
11.8
5.13E-02
0.383
0.328
11.8
5.13E-02
0.383
43
45
Not Routed
0.171
6.4
2.64E-02
0.176
0.171
6.4
2.64E-02
0.176
42
45
Not Routed
0.476
20.7
8.24E-02
0.501
0
0.476
20.7
8.24E-02
0.501
0
41
45
Not Routed
0.221
9.59
3.67E-02
0.245
0
0.221
9.59
3.67E-02
0.245
0
40
45
Not Routed
0.334
10.8
5.08E-02
0.318
0
0.334
10.8
5.08E-02
0.318
0
45
12
Not Routed
1.53
59.3
0.248
1.62
1.53
59.3
0.248
1.62
Page 29
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
4 48 47 46 52 51 50 49 53 7 9 10 5 16 54 2 55
52 51 50 49 53 53 53 53 1 44 34 52 12 54 12 55 14
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
0.267 0.133 6.67E-02 0.175 0.347 0.13 6.30E-02 0.171 0.711 0.132 7.33E-02 8.79E-02 0.567 0.409 0.401 0.945 0.902
51.4 25.4 12.4 33.5 8.64 3.61 0.959 6.25 19.5 2.78 1.38 1.71 107 76.2 14 167 21
0.104 5.30E-02 2.61E-02 6.90E-02 4.82E-02 1.91E-02 7.58E-03 2.71E-02 0.102 1.98E-02 1.07E-02 1.28E-02 0.221 0.161 6.40E-02 0.356 0.125
0.532 0.27 0.136 0.356 0.319 0.123 5.05E-02 0.178 0.67 0.261 0.138 0.169 1.15 0.839 0.413 1.94 0.892
5.56 2.78 1.39 3.65 0 0 0 0 0 0 0 0 11.8 8.51 0 16.3 0
0.267 0.133 6.67E-02 0.175 0.347 0.13 6.30E-02 0.171 0.711 0.132 7.33E-02 8.79E-02 0.567 0.409 0.401 0.945 0.902
51.4 25.4 12.4 33.5 8.64 3.61 0.959 6.25 19.5 2.78 1.38 1.71 107 76.2 14 167 21
0.104 5.30E-02 2.61E-02 6.90E-02 4.82E-02 1.91E-02 7.58E-03 2.71E-02 0.102 1.98E-02 1.07E-02 1.28E-02 0.221 0.161 6.40E-02 0.356 0.125
0.532 0.27 0.136 0.356 0.319 0.123 5.05E-02 0.178 0.67 0.261 0.138 0.169 1.15 0.839 0.413 1.94 0.892
5.56 2.78 1.39 3.65 0 0 0 0 0 0 0 0 11.8 8.51 0 16.3 0
[OCR of page images]
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
4
§2
Not Routed
0.267
51.4
0.104
0.532
5.56
0.267
51.4
0.104
0.532
5.56
48
51
Not Routed
0.133
25.4
5.30E-02
0.27
2.78
0.133
25.4
5.30E-02
0.27
2.78
47
50
Not Routed
6.67E-02
12.4
2.61E-02
0.136
1.39
6.67E-02
12.4
2.61E-02
0.136
1.39
46
49
Not Routed
0.175
33.5
6.90E-02
0.356
3.65
0.175
33.5
6.90E-02
0.356
3.65
52
53
Not Routed
0.347
8.64
4.82E-02
0.319
0.347
8.64
4.82E-02
0.319
51
53
Not Routed
0.13
3.61
1.91E-02
0.123
0.13
3.61
1.91E-02
0.123
50
53
Not Routed
6.30E-02
0.959
7.58E-03
5.05E-02
0
6.30E-02
0.959
7.58E-03
5.05E-02
0
49
53
Not Routed
0.171
6.25
2.71E-02
0.178
0.171
6.25
2.71E-02
0.178
53
1
Not Routed
0.711
19.5
0.102
0.67
0.711
19.5
0.102
0.67
7
44
Not Routed
0.132
2.78
1.98E-02
0.261
0.132
2.78
1.98E-02
0.261
9
34
Not Routed
7.33E-02
1.38
1.07E-02
0.138
7.33E-02
1.38
1.07E-02
0.138
10
52
Not Routed
8.79E-02
171
1.28E-02
0.169
8.79E-02
171
1.28E-02
0.169
5
12
Not Routed
0.567
107
0.221
1.15
11.8
0.567
107
0.221
1.15
11.8
16
54
Not Routed
0.409
76.2
0.161
0.839
8.51
0.409
76.2
0.161
0.839
8.51
54
12
Not Routed
0.401
14
6.40E-02
0.413
0.401
14
6.40E-02
0.413
2
55
Not Routed
0.945
167
0.356
1.94
16.3
0.945
167
0.356
1.94
16.3
55
14
Not Routed
0.902
21
0.125
0.892
0.902
21
0.125
0.892
Page 30
Callaghan & Toth
APPENDIX B - Borehole Location Plan
B
2001 Hinterland Playground SWMP February 2020
Page 31
2
RP47020
C CORE CONSULTANTS PTY. LTD. INFORMATION CONTAINED ON THIS DRAWING IS THE COPYRIGHT OF CORE CONSULTANTS PTY. LTD. UNAUTHORISED USE OR REPRODUCTION OF THIS PLAN EITHER WHOLLY OR IN PART WITHOUT WRITTEN PERMISSION INFRINGES COPYRIGHT.
5
SP213104
301
CP827089
3
1 SP230055
BH27
NORTH COAST / SUNSHINE COAST LINE
RP153299 BH16
2
RP153299
BH18 BH26 BH19
BH17
BH25
BH24
ELM STREET
BH20
BH23
MA
PLE
STR BH21
EE
T
T
3
EE
SP230055
R
BH22
ST
A
AR
AR
M
206
MCH2365
0 10 20 30 m
1:500
LEGEND CLIENT PROJECT
BH CALLAGHAN AND TOTH COOROY HINTERLAND PLAYGROUND, COOROY
DRAWN BY DATE DRAWING TITLE
Approximate Sample Locations (Core November 2019) Exceedance Table
JZ 03/12/2019
Area of Environmental Concern (AEC)
CHECKED BY DATE
CONTAMINATED LAND
Lot Boundary 03/12/2019
INVESTIGATION LOCATIONS
CK
3 SCALE SHEET SIZE PROJECT No DOC No DOC TYPE FIGURE No REVISION
SP230055 Lot and Plan Number
Aerial image sourced from Nearmap Pty Ltd. Image dated 8th July 2018. Annotations by Core Consultants Pty Ltd. www.coreconsultants.com.au 1:500 A3 J000796 002 L 001 0 Sheet 1 of 1
Plot Date: 3 December 2019 Time:2:23:39 PM By: CAD Path: J:\2018 - J579 -\J000796 - C&T-Cooroy Playground-Marara St\PHASE 3000\Figures Drawings - File Name:J000796-002-L-Rev0-Fig001-PCDD.dwg
Page 32
Callaghan & Toth
APPENDIX C - Standard Drawings
C
2001 Hinterland Playground SWMP February 2020
Page 33
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
Page 34
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]
Page 35
Bioretention System Specification 1. Referenced documents. The following documents are incorporated into this specification by reference: 1.1. Standards 1.1.1. AS 1289 - Methods of Testing Soils for Engineering Purposes 1.1.2. AS 1289.5.4.1-2007- Soil Compaction and Density Tests--Compaction Control Test--Dry Density Ratio, Moisture Variation and Moisture Ratio 1.1.3. AS 1289.5.7.1-2006 - Soil Compaction and Density Tests--Compaction Control Test--Hilf Density Ratio and Hilf Moisture Variation (rapid method) 1.1.4. AS 2758 - Aggregates and Rock for Engineering Purposes 1.1.5. AS 4419 - Soils for Landscaping and Garden Use 1.1.6. 1.1.6 AS 4454 - Composts, Soil Conditioners and Mulches 1.2. Other publications 1.2.1. Guidelines for Soil Filter Media in Bioretention Systems (FAWB) - the current version of the guideline can be found at http://www.monash.edu.au/FAWB/ 1.2.2. Construction and Establishment Guidelines - Swales, Bioretention systems and Wetlands (Water by Design) http:/waterbydesign.com.au/ceguide/ 1.2.3. Transferring Ownership of Vegetated Stormwater Assets (Water by Design) http://waterbydesign.com.au/transferguide/ 1.2.4. Transferring Ownership of Vegetated Stormwater Assets (Water by Design) http://waterbydesign.com.au/transferguide/ 1.2.5. Bioretention Technical Design Guidelines (Water by Design) http://waterbydesign.com.au/techguide/ 1.2.6. Water Sensitive Urban Design Field Guide (Water by Design) 2. Abbreviations and definitions 2.1, The bioretention system specification consists of the following abbreviations and definitions: 2.2. Filter: soil layer which acts as a pollutant filter and supports plant growth. 2.3. Impermeable liners: the liner that prevents water movement between the filter and the surrounding soils and defines the edge of the system. 2.4. Transition layer: layer to separate filter layer from the drainage layer to avoid migration of soils from the filter to the drainage layer 2.5. Drainage layer: relatively free draining layer to convey infiltrated water to the underdrainage. 2.6. Under-drains: slotted drains collect treated stormwater from the drainage layer at the base of the bioretention system. 3. Test methods and standards 3.1. The following test methods and standards are to be used as specified in the above guidelines when conducting tests associated with this specification 3.2. The hydraulic conductivity of potential filter media shall be measured using the ASTM F1815-11 method 3.3. Particle size distribution: AS1289.3.6.1 - 1995 3.4. Soils for landscaping and garden use: AS4419 - 2003. 4. Materials 4.1. Materials shall meet the required specifications detailed in Section 8 Filter media, Section 9 Transition layer, Section 10 Drainage layer, Section 11 Under drainage, Section 12 Permeable liner, Section 13 impermeable liner and Section 14 Landscaping of this document. 4.2. All materials must be certified by the supplier with certification and delivery supply dockets shall be provided on request to certify the material delivered is the material tested. 5. Timing and erosion and sediment control 5.1. The timing of civil and landscape works for bioretention systems must be carefully planned to ensure that both the bioretention system and the downstream waterways, are not impacted by stormwater and sediment (e.g. through best practice erosion and sediment control). In particular, the drainage layer, transition layer and filter media must not be placed until the risk of high sediment loading from upstream construction activities has been mitigated. The construction sequence must be approved by the superintendent. 5.2. _ Erosion and sediment control during construction must be delivered in accordance with all legislative requirements including, where required, the preparation of site-specific ESC plan/s in accordance with current Best Practice Erosion and Sediment Control (e.g. IECA 2008, or later version). 6. Earthworks and hydraulic structures 6.1 The construction of hydraulic structures must ensure the design levels are achieved. Bunds/ embankments surrounding the system shall be at correct levels. The below table summarises the construction tolerances for each element of a typical bioretention system. 6.2. _ Bioretention systems tolerances Bioretention element Tolerance (unless specified otherwise) Hydraulic structures + /- 25 mm (+/- 15 mm for streetscape systems) Earthworks + 7-50 mm Under-drainage +-25 mm Drainage and transition layers [+ 25mm Surface level +/- 25mm +/-40 mm for filter media >300 m? provided the average extended detention requirement is within 25 mm of the design requirement. -25 mm, + 50 mm Embankments and bunds 7. Maintenance access. Maintenance access is provided in accordance with the design drawings. 8. Filter media 8.1. Materials A fundamental part of bioretention systems is the filter media. The main role of the filter media is to support vegetation and remove pollutants. Filter media should be loamy sand that has high permeability when compacted. It should not contain any rubbish or deleterious material. The loamy sand should contain some organic matter to improve water-holding capacity and plant health, but it should be low in nutrient content. The filter media must be compliant with AS4419 - Soils for Landscaping and Garden Use, and meet the following requirements Test method in accordance with Parameter Requirement Saturated hydraulic ASTM (1815-11 conductivity 50 - 500 mm/hr (200 preferred) pH AS 4419 55-75 Electrical conductivity AS 4419 <1,2 dSim Nitrogen content ‘AS 4419 <800 mg/kg Phosphorus content AS 4419 <40 mg/kg ‘Organic content AS 4419 3% - 10% Where organic content is below this threshold, the filter media may be ameliorated by adding 50 mm of compost and tining it into the top 150 mm of filter media. Particle size distribution AS 1289.3.6.1- 1995 [Clay & silt 3 - 6% (<0.05 mm) Very fine sand 5 - 30% (0.05 - 0.15 mm) Fine sand 10- 30% (0.15 - 0.25 mm) Medium to coarse sand 40-60% (0.25 - 1,0 mm) Coarse sand 7 - 10% (1.0 - 2.0 mm) Fine gravel <3% (2.0 - 3.4%) Source: Guidelines for Soil Filter Media in Bioretention Systems (FAWB) and Bioretention Technical Design Guidelines (Water by Design) Filter media must be free of weeds and propagates. Other characteristics of the filter media required for plant growth should be confirmed with a soil analysis or confirmed with a horticulturist/iandscape architect. 8.2. Testing frequency Suitable filter media can be delivered to site or imported sand can be ameliorated to meet the above specification. In either case, the media shall be tested against the above parameters at one sample per 500 m3 of filter media. For soil supplied to site, testing must be undertaken on the actual material to be delivered to the bioretention system. The supplier and contractor will be responsible for ensuring the filter media meets the specification and the correct material is delivered to site prior to installation. 8.3. _ Installation and compaction When installing, the following specifications shall be applied: 8.3.1. Filter media shall be installed and compacted in two lifts for depths of over 500 mm. Compaction shall be light and even across the surface. 8.3.2. The top surface of the drainage layer, transition layer and the filter media layer shall be level and free from localised depressions to ensure even distribution of stormwater flows across the surface and prevent localised ponding. 8.3.3. Filter fabric must not be used between drainage layer, transition layer and the filter media layers or wrapped around the under-drainage 9. Transition layer 9.1. Transition layers prevent filter media migrating into the drainage layer. 9.1.1, Materials 9.1.1.1. Transition layer shall be minimum thickness of 100 mm coarse sand unless otherwise specified (typically 1mm particle size diameter) with <2% fines. 9.1.1.2. A particle size distribution for the sand shall be obtained to ensure that it meets the following criteria (VicRoads). 9.1.1.3. D15 (transition layer) < 5 x D865 (filter media) 9.2. Testing A sample of the proposed transition layer is to be provided to the superintendent for approval prior to installation. The superintendent may require the transition layer to be tested to ensure its particle size. 10. Drainage layer Drainage layers convey infiltrated water into the slotted under-drainage pipes. 10.1. Materials 10.1.1.Drainage layer shall be comprised of fine gravel (nominal 2-5 mm) with <2% fines and a minimum saturated hydraulic conductivity of 400 mm/hr. The depth of the drainage layer shall ensure at least 50 mm of aggregate cover over all perforated under-drainage pipes. 10.1.2. A particle size distribution for the gravel shall be obtained to ensure that it meets the following bridging criteria (VicRoads): D15 (drainage layer) < 5 x D85 (transition layer) 10.2. Testing A sample of the proposed drainage layer is to be provided to the superintendent for approval prior to installation. The superintendent may require the drainage layer to be tested to ensure its particle size 11. Under-drainage 11.1. Materials Either slotted rigid pipe (HDPE or similar) or ag-pipe can be used for under-drainage as specified in the construction drawings. When installing, the following specifications shall be considered: 11.1.1. Typically 100 mm-slotted HDPE pipe is the preferred type of rigid pipe. 11.1.2. The slots in the pipe shall not allow the drainage layer aggregate to freely enter the pipe (under-drainage with slot width of 2 mm or smaller is preferred). 11.1.3. Under-drainage pipes must not be surrounded by any geofabric or sock. 11.2. Installation 11.2.1. The maximum spacing of under-drains for bio-retention systems <100 m2 is 1.5 m from centre to centre. For bioretention systems >100 m2 the maximum spacing can be increased to 2.0 - 2.5 m if specified in the construction drawings 11.2.2. The under-drains shall be sloped towards the outlet pit (min. 0.5% longitudinal grade) and the base of filtration trench shall be free from localised depressions, For bioretention systems with a saturated zone a 0% pipe grade is acceptable. 11.2.3. All junctions and connections shall be appropriately sealed 11.2.4. Under-drainage pipes shall be sealed into the overflow pit. 11.2.5. All under drainage pipes to have raised clean out points constructed from non-slotted pipes which extend to 150 mm above filter media surface 12, Permeable liner (where specified) 12.1. A permeable geotextile liner fabric must be used to line the outside of the bioretention system 12.2. The liner must extend at least 500 mm beyond the top of the sides and must be keyed into batter and covered by at least 200 mm of topsoil. 12.3. The liner must be resistant to all soil acids and alkalis, resistant to microorganisms and comply with the requirements of AS3706.12 and AS3706.13. 13. Impermeable liner (where specified) 13.1. Materials Liner options include clay, geosynthetic bentonite clay liners or high-density poly ethylene (HDPE) liners. Refer to the project drawings for liner details. 13.2. Installation Installation must be in accordance with manufacturers specifications and design drawings and achieve the following 13.2.1. The liners shall be keyed into the batters and to the embankments. 13.2.2. Liners must be sealed around protrusions such as outlet pipes. 13.2.3 Must achieve a maximum permeability of 1x10°m/s 14. Landscaping 14.0. Refer to landscape design drawings 14.1. Batter slopes must have min 200 mm topsoil which must be tested by a NATA-accredited laboratory in accordance with AS 4419. 14.2. Subsoils to be cultivated to 150 mm prior to placing topsoil on batter slopes. 14.3. Planting densities and species must be consistent with the landscape design drawings. No substitutions should be made unless approved by the superintendent 14.4, Plants supplied to site must 14.4.1. be grown in clean, weed- and pest-free conditions; 14.4.2. be well developed, sun-hardened and contain a fully established root ball that does not crumble when removed from its container. 14.4.3. be at least 200 mm high. 14.4.4. show no sign of pest and disease 14.4.5. show no signs of nutrient deficiency 14.4.6. be free from weeds 14.4.7. be clearly labelled 14.4.8. be supplied in a container that is at least: 90 mm high x 50 mm wide 14.5. Preparing Filter media: Unless specified otherwise, each plant must receive 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. at least 10 g of slow-release native fertilizer in granular or tablet form. Pre-hydrated water crystals may be applied at 1-2% by weight. 14.6. Mulch must be applied in accordance with the design drawings, be applied prior to planting, provide coverage of the soil and not exceed 75 mm thickness, and be kept 50 mm clear of plant stems. Unless otherwise specified, mulch should be fine sugar cane mulch secured in place by a loose weave jute net pinned at 500 mm centres. 14.7. Filter media surface and plant stock are to be watered immediately prior to planting. Unless otherwise specified, plants should be planted in clumps of the same species, and large monocultures avoided 14.8. Plant method must minimise soil compaction and ensure that all roots are covered by at least 10 - 20 mm of soil, avoid covering plant crowns. 14.9. Unless specified otherwise, the following irrigation schedule applies during plant establishment (at 2.5 - 5 L per plant per week) - Week 1-5 Five waterings per week - Week 6-10 Three waterings per week -Week 11-15 Two waterings per week - Thereafter As required to sustain plants until successful establishment 14.10. Replanting must occur during the establishment period if less than 90% of plants survive. 14.11. Successful plant establishment in bioretention systems is considered when the plants are robust and self-sustaining, and meet the following criteria. - Vegetation must cover at least 90% of the bioretention surface with mulch covering the remainder (< 10% mulch visible from above) - Average groundcover plant height must be greater than 500 mm. - Plants must be healthy and free from disease. - No weeds or litter to be present. . Certification and chain of custody 15.1, The following certification and the chain of custody applies to bioretention media; 15.1.1. The supplier and contractor are responsible for ensuring the bioretention media meets the specifications outlined in these guidelines and that the correct material is delivered to site. The supplier must arrange for testing of the filter media by a soil laboratory certified for the methods in accordance with the requirements listed above. On the basis of the testing, the soil laboratory and supplier must certify the material meets these specifications. The supplier must provide the certification and laboratory test results to the contractor with the supply docket. 15.1.2. The contractor provides a copy of the supplier's certification, test results and supply docket to the site superintendent or bioretention designer for review. 15.1.3. Following review of the certification, test results and the supply docket, the site superintendent or bioretention designer approves installation of the bioretention media. 15.1.4. The relevant sections of the bioretention media sign-off form as per the Construction and Establishment Guidelines (Water by Design) should be completed and signed. This sign-off form is provided as part of the construction certification by the site superintendent or bioretention designer. 16. Hold points 16.1. The following hold points must be observed in accordance with the most recent Water by Design construction checklists and superintendent approval is required for works to proceed: 16.1.1.Prestart meeting 16.1.2. Completion of hydraulic structures and under-drainage 16.1.3 Prior to placing filter media 16.1.4. After placement of filter media (prior to applying mulch and planting) 17. Compliance testing (for on-maintenance or off-maintenance) 17.1. Compliance testing must be in accordance with chapter 5 of Transferring Ownership of Vegetated Stormwater Assets (Water by Design). Checklists must be completed and signed by the superintendent. Disclaimer: it is the responsibility of the certifying registered professional engineer to ensure these standard notes are adapted to the specific needs of the project. It is expected that additional drawing notes would be required to cover other important project issues (e.g. Workplace Health and Safety, Environmental Protection, Erosion and Sediment Control, etc). Healthy Waterways, IPWEA and all contributors to this document accept no liability for the use, misuse or any omission or inaccuracy in this document. DATE February, 2016 REVISIONS _ Original Issue INSTITUTE OF PUBLIC WORKS ENGINEERING AUSTRALASIA STANDARD DRAWINGS BIORETENTION STANDARD NOTES DS—078
Page 36
Varies 1200 — 1600—-)_~-Adjacent surface treatment as specified NOTES:
f Z ! Kerb and channel -
LI Modular soil cell 1. For general design and construction notes refer to DS—O78.
4 ; Tree pit kerb inlet 2. WSUD kerb shown is only suitable for street tree pits and small raingardens. Larger
systems may need specific inlet design or multiple inlets.
J | scour sores 3. Where no parking lane exists, RHS kerb inlet may be replaced by an open kerb cut.
irect flow into pi
4 | (optional) i. 4. Ensure tree pit drainage is connected to stormwater system to avoid flooding the tree.
Tree growth optiona ;
A rings in grate—4 \y | A 5. Tree pits are to be located upstream of gully pits.
| _ NY | _ | 6. Street tree to be appropriate for traffic sight lines.
Varies cA YY | 7. Filter media specification shall be in accordance with the ‘Guidelines for Soil filter Media in
1200 — 1600 a” Z Ly | os Bioretention systems’ (FAWB) and the Bioretention Technical Design Guidelines (Water by
g | 3 Design). Bioretention hydraulic conductivity shall be in accordance with ‘Practice Note 1:
| “ InSitu Measurement of Hydraulic Conductivity’ (FAWB). The number of samples to be tested
; | shall be in accordance with the ’Construction and Establishment Guidelines —Swales,
v obs | Bioretention Systems and Wetlands’ (Water by Design).
a “ fo 8. Transition layer and drainage layer specifications to be in accordance with Bioretention
J rN a Ss Technical Design Guidelines (Water by Design.
\ NZ ; ~ 2
4 roy 100 dia. Slotted y = 3 9. All dimensions in millimetres unless specified otherwise.
at pyc pipe os
| | aa
J an A
Trimmer bars at all tree 225 Under—drainage, \—Tree grate
pit lid corners PLAN connect to nearest
— adjacent gully pit
Tree grate and Nominal face of kerb
connection Ve
Tree, refer note 6 ° feo kerb invert
~ Void — no fill. or Dee
Optional 50 deep layer of 18mm 50— pe A ty tytity
gravel screenings or mulch b a ae
Tree grate Tree pit kerb inlet (refer to eee eee
Subsoil drain cleanout — (non slotted) and detail) Depressed kerb as—
connector cleanouts at head of under—drain > Kerb and Channel per long section
: TREE PIT KERB INLET TYPICAL SECTION
<sN mae Pnararanee
ooh ; 3 x galvanised rhs 150 x 100 graded
RARE | Concrete edge 150x870 at 1:20 minimum away from kerb .
C te edoe 150x300 7 Bo Sot adjacent to road ;— Depress kerb invert by 50 transition
onere g ‘ CRE a Z . . to kerb invert level at both ends
. , Se DYY* Filter media 570 deep refer note 8
Transition Layer. Depth varies QA “ ZG Zo Modular soil cell system (providing Standard kerb and
with design. Refer note 8 PEO pe at least 90% free soil volume, with channel_ profile 30 300
KR?¥£ ~ - SS¥ positive vertical and lateral Top of kerb
100 KK‘ RY interlocks) installed as per (90 iy J
ROL ee es oz Z Y monufacturers instructions, Extent = { } | 5
3H By Bs Vets Poh HIS Pos ods Yas s|* ‘ of required area depends upon A, : < fg 4 2g
Drainage layer. Depth varies DUG CALI LRA IEEE IRE LEE tree species and local conditions “—
“er note * ° KELLER SK sae and constraints. Can extend under
Install slotted pipe and —=——Varies 1200 — 160 adjacent path
connect to adjacent pully pit These drawings have been developed in consultation between the participating Councils. TREE PIT KERB INLET ELEVATION
SECTION A-A BEFORE USE, the user shall confirm that the drawing has been adopted by the appropriate Council.
INSTITUTE OF PUBLIC WORKS ENGINEERING AUSTRALASIA
BIORETENTION STREET TREE DS—077
STANDARD DRAWINGS
RV. DATE February, 2016 REVISIONS Original Issue
TIT T I