Original source · versioned page text
Callaghan and Toth IWMP Report revised
Attached to the e-mail Change to DA - MCU18/0009.01.
PROPOSED CARTWRIGHT VILLAGE EXTENSION -
CARRAMAR, NOOSACARE
INTEGRATED WATER MANAGEMENT PLAN
VERSION 3
FOR
NOOSA COUNCIL
LOT 2 on RP177554
186 COOROY NOOSA ROAD,
TEWANTIN
APRIL 2019
SMH GT
9.5 LI
Tanks
9.5
Villa No1 - Gnd Floor Level
10 .0
Tank
FFL 10.35
10 . 0 Service Core 8 new Residents' Rooms
10 . 0
Lower FFL 10.35
bridge LI Upper FFL 13.75
Villa No2 - 1st Floor Level
LI
FFL 13.75
8 new Residents' Rooms
garden
LI
fence line
8. 0
garden
concrete path
building
Cartwright North Fill platform to RL 10.1 Detention
line
garden
LI Cells 7.
5
Existing 16 Residents Rooms
FFL 10.35
Villa No3 - Gnd Floor Level Tanks Biopod
FFL 10.35
9 .0
8 new Residents' Rooms
Villa No4 - 1st Floor Level
FFL 13.75
8 new Residents' Rooms
7.0
GT
concrete path
FILL PLATFORM
building line
RL10.20
tank
250pvc
RP177554
8 .5
Cartwright South SV
fence line
Existing 16 Residents Rooms
6 .5
FFL 10.35
garden
6 .5
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7 .57.5
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Existing bitumen carpark
5
0.
0
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0.
1 1
Q10 flood line
identifing number
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Exist Car Park
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00
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8.
Callaghan & Toth
COOROY - NOO
SA ROAD Civil, Environmental &
Hydraulic Engineers
SITE DETAILS
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Page 2
Callaghan & Toth
DOCUMENT HISTORY
Document Reference: No: 1714 IWMP Revision 3.doc
Project Manager: Peter Middap
Author: Lex Toth NPER3 (ENV) (CIVIL) RPEQ 6069 CPESC
Reviewer: Jane Davissen BE (ENV)
Client: Noosa Care Inc.
Contact Person: Megan D’Elton
DISTRIBUTION LIST
POSITION ON
NAME ORGANIZATION MANAGEMENT TEAM REVISION REVISION REVISION REVISION
0 1 2 3
Peter Middap Middap Architects Project Manager 1 1 1 1
Megan D’Elton Noosa Care Inc. Client 1 1 1 1
Lex Toth Callaghan & Toth Author 1 1 1 1
Noosa Council Assessment Officer 1 1 1 1
REVISION LIST
REVISION DATE DISTRIBUTED ISSUED BY CHECKED BY
0 10th January 2018 LT JD
1 22nd January 2018 LT JD
nd
2 2 October 2018 LT JD
th
3 8 April 2019 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
2019
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Callaghan & Toth
CONTENTS
1. SUMMARY............................................................................................................................................5
2. INTRODUCTION ..................................................................................................................................5
3. DESCRIPTION .....................................................................................................................................8
3.1 Proposed Works ............................................................................................................................8
4. 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 ........................................................................................................................13
4.3 MUSIC Modelling Results ............................................................................................................13
4.3.1 Water Quality Objectives .....................................................................................................13
4.3.2 Assessment of Results ........................................................................................................14
5 WATER CYCLE MANAGEMENT PLAN .............................................................................................15
6 STORMWATER DETENTION AND FLOODING REPORTS ..............................................................17
6.1 Existing Conditions ......................................................................................................................17
6.2 Proposed Drainage System .........................................................................................................17
6.3 Flood Modelling ...........................................................................................................................17
7 CONCLUSIONS & RECOMMENDATIONS ........................................................................................18
APPENDIX A - MUSIC Results ......................................................................................................... A
APPENDIX B - Preliminary Design of Stormwater Detention Volume Report .................................... B
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Callaghan & Toth
LIST OF REFERENCES
1. EN HEALTH (2004) Guidance on the Use of Rain Water 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.
LIST OF FIGURES
Figure 1.1 Site Location Plan……………………………………………………… 6
Plan No. 1714-01 Preliminary Integrated Water Management Layout Plan 2...............8
Figure 4.1 MUSIC Model for the Proposed Development……………………… 11
Figure 4.2 Typical Rainwater Tank………………………………………............. 15
LIST OF TABLES
Table 4.1 MUSIC Catchment Areas……………………………………………….10
Table 4.2 Comparison of Load Reductions……………………………………….12
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Callaghan & Toth
1. SUMMARY
The key points of this investigation are as follows:
1. Roof water runoff is to be collected in six rainwater tanks and recycled to provide
potable water to toilets and hose cocks for gardens.
2. Runoff from new access roads, car parks and landscaped areas around the buildings is
to be cleaned of nutrients and gross pollutants via Detention System, Gross Pollutant
Traps, and two Biopods. Treated runoff is then released to existing outlets into adjacent
vegetation.
3. The increase in pollutant loads due to the increase in impervious areas is to be
attenuated.
4. Water saving devices for new fixtures are required.
5. The increase in runoff is attenuated by two underground detention/infiltration storage
systems (ecoAID).
2. INTRODUCTION
This Integrated Water Management Plan (IWMP) is to be submitted with a Changes Application
to Noosa Council to amend an existing approval for the development of the Carramar –
Cartwright Village Extension. This IWMP and is in accordance with:
1. Water Sensitive Design Code in the Noosa Plan
2. The latest Water Sensitive Urban Design Technical Design Guidelines for South East
Queensland, published by Health Waterways
The site subject to this report is Lot 2 RP177554 at Cooroy Noosa Road, Tewantin (refer Site
Location Plan Figure 1.1). The current uses on site include landscaped areas and adjacent
bushland.
The IWMP relates to new Villas, access roads, carparks, entry building, pathways and
landscaping for the proposed Cartwright Village Extension at Carramar, Cooroy Noosa Road,
Tewantin.
There is a total new roof area of 1674m2 for the Villas building and Entry building that flows to
six rainwater tanks, and a total area of access roads and car parks, pathways and landscaped
area of 1909m2 that flows to Gross Pollutant Traps, two detention systems, and then to two
Biopods.
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. Biopods infiltration, detention systems (ecoAID), Gross
Pollutant Traps (Fox GPT), and above ground roof water tanks are required for the site. These
devices will enable the water quality objectives to be achieved. Water reuse and water use
minimisation are in accordance with the guidelines.
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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1714-Cartwrigth Village Extension_IWMP_Revision 3.doc April 2019
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Callaghan & Toth
The rainwater tanks have been sized in accordance with the Queensland Development Code
MP4.3 for toilet use.
6
1714-Cartwrigth Village Extension_IWMP_Revision 3.doc April 2019
Page 7
Civil, Environmental &
Hydraulic Engineers
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Callaghan & Toth PROPOSED CARTWRIGHT VILLAGE SITE LOCATION PLAN
Civil, Environmental & EXTENSION — CARRAMAR
Hi d li E . location
*YM Sonn, book teat | 186 COOROY NOOSA ROAD,
PO, Box 2505 TEWANTIN
Ph: 54749081 Figure 1.1
www.callaghanandtoth.com.au
Source: http://whereis.com.au/ Scale:NTS
Page 8
Callaghan & Toth
3. DESCRIPTION
The site is bounded by residential properties to the north and west, park reserve to the east and
Cooroy-Noosa Road to the south. The site consists of an aged care facility with an existing
carpark, access roads, pathways and an area of native bushland.
This site is subject to the ponding of floodwaters. Cardno undertook a flood study in 2006 for
Noosa Care. This was amended by Cardno and is presented as “Flood Study – Noosa Care –
Carramar (WE17064) dated 24 July 2017. This amended flood study determined the location of
the Q100 year ARI flood line which is generally between the RL 8.0 and RL 8.5m contour lines.
3.1 Proposed Works
The proposed extension of the Cartwright Village will include the addition of new buildings,
carpark and associated landscaping and paths as follows:
Entry building,
Two double storey Villa buildings which contain 4 x Villas (8 bedrooms each),
Service Core building attached to the Villa buildings,
Ten new carparks within the existing carpark, and
Landscaping and pathways.
As a result of these works, stormwater drainage and treatment devices are required to drain the
site, attenuate flows and treat stormwater runoff to acceptable levels.
Plan 1714-01 C shows the catchments identified onsite and general locations of proposed
treatment devices.
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Callaghan & Toth
Civil, Environmental &
SMH GT
Hydraulic Engineers
9 .5
9. 5 LI
Villa No1 - Gnd Floor Level
10 . 0
FFL 10.35
10 . 0 Service Core 8 new Residents' Rooms
10 . 0
Lower FFL 10.35
bridge LI Upper FFL 13.75
Villa No2 - 1st Floor Level
LI
FFL 13.75
8 new Residents' Rooms
garden
LI
fence line
8 .0
garden
concrete path
buildin
Cartwright North Fill platform to RL 10.1
g
line
garden
LI 5
7.
Existing 16 Residents Rooms
FFL 10.35
Villa No3 - Gnd Floor Level
FFL 10.35 B1
9.0
8 new Residents' Rooms
A Villa No4 - 1st Floor Level
FFL 13.75
8 new Residents' Rooms
7. 0
GT
concrete path
FILL PLATFORM CATCHMENTS
building line
RL10.20
tank
250p
A - 0.296ha
RP177554
vc
8 .5
Cartwright South SV
fence line
Existing 16 Residents Rooms B - 0.057ha
6 .5
FFL 10.35
garden
TOTAL = 0.360ha
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B B2 - 15m²
gate
Entry Building
LI
FFL 9.8
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1
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gully
SV
4 new carparks
SW
7. 5
LI RL 8.30
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Exist
LEGEND:
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1
.5
0
LI
Car Park
9.0
7. 5 7. 5
894
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CATCHMENTS
Existing bitumen carpark
5
0.
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0.
1
FOX GPT FIELD INLET
1
Q10 flood line
identifing number
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Exist Car Park
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RAINWATER TANK 14,000L+SW PIPE
OSA ROAD
COOROY - NO DETENTION TANK
ROOF AREA
Page 10
Callaghan & Toth
4. WATER QUALITY MANAGEMENT PLAN
4.1 Proposed On-Site Stormwater Treatment Process
The developed site was divided into MUSIC model sub-catchments as shown on Plan No.
1714-01. The proposed treatment train for the development site is also illustrated on Plan No.
1714-01 and listed below:
1. Rainwater Tanks will be required to collect water from the new roofs. Six tanks all of 14,000
litre capacity will be above ground and have potable top-up supply when 80% empty with an
overflow pipe discharging to the underground detention system. The tank capacity is to be
adequate for the supply of toilets and some landscape watering.
2. Fox Gross Pollutant Traps will be used as field inlets to collect gross pollutants and
sediment.
3. Detention System – The use of two ecoAID systems to manage peak rates of stormwater
runoff to mitigate flows from pre to post development scenarios. The ecoAID system will
also act as a GPT by removing sediments as per the manufacturers specifications.
4. The Biopods – two bioretention basins will treat the stormwater runoff from the new
buildings, pathways, landscaped areas and car parks, and rainwater tank overflows, etc.
The treated runoff will then be directed to an existing storm water pipe within the property.
The bio-retention component will remove the nutrients and retard flow.
4.2 MUSIC Model
4.2.1 Source Nodes
Catchment areas of source nodes within the proposed development have been identified as
sub-catchments such as roofs, carparks, road and verge areas. 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 a “Commercial” 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 A
Roof Areas – Villas 1 to 4 + Service Core Urban Residential 100% 0.121
Northern Pathways / Landscaped areas Urban Residential 35% 0.169
CATCHMENT B
Roof Areas – Entry building Urban Residential 100% 0.047
Southern Pathways / Landscaped areas Urban Residential 35% 0.011
CATCHMENT C – 10 new Carpark Areas Urban Residential 90% 0.013
TOTAL 0.36ha
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 “Commercial” 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.
Bioretention Basins (Biopods) have been placed to treat flows from proposed villas, entry
building and the tank overflows, landscaped areas, and pathways. To treat the new areas, two
biopods have been placed to catch flows draining from the listed areas. The Biopods are sized
as Biopod A is 32m2 and Biopod B is 10m2; a total . Each biopod has a filter layer depth of
0.4m 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. The bio-pods drain to the unnamed
waterway on site to the east of the proposed development.
Six (6) Rainwater Tanks have been provided for the roof catchments as shown on Plan No
1714-01. The Reuse allowed is for:
1. Villas – toilets daily re-use – allow 1500 litres / pedestal in accordance with QDC.
2. Some watering of landscaping.
Sizing checks for the six rainwater tanks is detailed in Section 5.0 below.
In comparison the Deemed to Comply Solutions requires 2.2% of the catchment size for the
North Coast region for Solutions C11. This would equate to 79m2. In comparison the MUSIC
model has determined that a total of 42m2 across two biopods achieves the target reductions
for pollutants – see Table 4.2.
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Callaghan & Toth
Civil, Environmental &
Hydraulic Engineers
[OCR of page images]
CATCHMENT A_Villas 1 - 4 & Service:
CATCHNENT A landscaped areas,
CATCHMENT B_landscaped areas
‘B.Entry building
4.x 14,000 litre RUT.
Gross Pollutant Trap - FOX BPT600
‘Copy of Gross Pollutant Trap - FOX
2.x 14,000 litre RUT
‘Node - Tributary of Wooroi Ck
Callaghan & Toth
Civil, Environmental &
| Hydraulic Engineers
8/41 Sunshine Beach Road
P.O. Box 2305
NOOSA HEADS 4567
Ph: 54749081
www.callaghanandtoth.com.au
project
PROPOSED CARTWRIGHT VILLAGE
EXTENSION — CARRAMAR
location
186 COOROY NOOSA ROAD,
TEWANTIN
MUSIC MODEL FOR
PROPOSED DEVELOPMENT
Figure 4.1
Scale:NTS
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Callaghan & Toth
4.2.3 Rainfall Data
The meteorological data used for the MUSIC Model was the data for Cooroy from 01/01/73 –
31/12/82.
The mean Annual Rainfall for Cooroy 1973 – 1982 = 1600mm
The MUSIC Modelling Guidelines for South East Queensland – Version 1 December 2010
details that Cooroy data for 1973 to 1983 should be used.
4.3 MUSIC Modelling Results
The MUSIC modelling program has been used to investigate the performance of various
treatment options in the treatment train. MUSIC version 6.2.1 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.
4.3.1 Water Quality Objectives
This model meets the pollution load reduction target as detailed in the State Planning Policy
2017 (Appendix 2: Table B). The following have been included in Appendix B.
The treatment train effectiveness for the system.
The MUSIC Version 6.2.1 Summary Report.
The information above indicates that the new Villas, entry building 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 28%
Total Suspended Solids 80% 80%
Total Phosphorous 61% 60%
Total Nitrogen 64% 45%
Gross Pollutants >5mm 99% 90%
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4.3.2 Assessment of Results
The developed site has been modelled as a series of commercial sub-catchments, which
incorporate Water Sensitive Urban Design (WSUD) treatment trains. Plan No 1714-01 shows
the proposed locations of the rainwater tanks, detention systems and biopods. The reductions
listed in Section 4.3.1 above comply with Council’s requirements.
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Callaghan & Toth
5 WATER CYCLE MANAGEMENT PLAN
This development has been designed to in accordance with the ‘Deemed to Comply Solutions –
Stormwater Quality Management (SEQ) May 2010’ and the Queensland Development Code
MP 4.3.
To this end, 100% of the new Villa’s and entry building roofs on the site will be connected to
rainwater tanks, therefore six tanks will be provided. The tanks will each have a capacity of
14,000 litres, which is in excess of the complying solutions requirement.
The rainwater tanks will supply water for toilet flushing and hose cocks adjacent the building for
irrigation of adjacent landscaping, and tank sizing will be based on:
Each villa contains 8 pedestals (a total of 32).
Service Core building contains 2 pedestals.
Entry building has 3 pedestals.
The size of the landscaped areas of extension works that will be irrigated is 1,800m2.
The tanks sizing has been checked in accordance with the Queensland Development Code
MP4.3 per compliance with storage for toilet flushing and Water by Design Music Guidelines
Version 1 December 2010 for storage for irrigation of landscaping to Commercial sites.
Complying Solution 1:
Queensland Development Code MP4.3 per compliance with storage for toilet flushing details
that rainwater tanks have a minimum storage capacity of 1,500 litres per required pedestal and
any additional capacity as specified in Appendix B of the QDC. As such the following
calculations are offered:
MINIMUM STORAGE CAPACITY:
Per Villa: 8 pedestals x 1500L/pedestal (toilet) = 12,000L / villa
Service Core: 2 pedestals x 1500L/pedestal (Toilet) = 3,000L Service
Entry building: 3 Pedestals x 1500L/ Pedestals (toilet) = 4,500L Entry
For landscaping the water by design guidelines specify:
Annual demand = irrigated area 1,800 m2 x 0.548m/year = 986.4KL/yr
Daily demand = Annual demand /365 = 2,700L/day
10 day demand = 1,750L/day x10 days = 27,000L
Total Storage required on site for 10 day Supply = (12,000L x 4) + 3,000 + 4,500L +
27,000L
= 82,500L
It is recommended that a minimum of 6 tanks, each with 14,000 litres of rainwater storage for
toilet flushing, and landscape irrigation be provided giving a total of 84,000 litres of storage.
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Civil, Environmental & Hydraulic Engineers [OCR of page images] ROOFWATER DOWNPIPE SCREENED OVERFLOW PIPE TO DETENTION BASIN THEN fo TO BIORETENTION BASIN SCREEN SUPPLY OFF TAKE TO TOILET FLUSHING COLD WATER WASHING MACHINE AND Bo : : LANDSCAPING Nu FIRST FLUSH DIVERSION “oe TO GARDEN BEDS © 20% POTABLE WATER VALVE SHUT OFF LEVEL 10% FLOAT SWITCH/POTABLE WATER VALVE ACTIVATION LEVEL project Callaghan & Toth | PROPOSED CARTWRIGHT VILLAGE EXTENSION — CARRAMAR Civil, Environmental & . Hydraulic Engineers location 8/41 Sunshine Beach Road 186 COOROY NOOSA ROAD, P.0. Box 2305 TEWANTIN } NOOSA HEADS 4567 l Ph: 54749081 — TYPICAL RAINWATER TANK Figure 4.2 www.callaghanandtoth.com.au ScaleNTS
Page 17
Callaghan & Toth
6 STORMWATER DETENTION AND FLOODING REPORTS
6.1 Existing Conditions
This site is subject to ponding of floodwaters from the Q100 year ARI flood levels. The habitable
floor areas of the new buildings and new carpark are above the Q100 year ARI flood levels.
6.2 Proposed Drainage System
The additional carpark surface level is proposed to be drained to an existing underground
drainage system capable of taking a Q5 flow. The overflow will discharge to the existing storm
water drains and surrounding grass verge.
The habitable minimum floor level for the proposed centre is to be set at RL10.5. The minimum
carpark level is RL8.25, which is approximately at the Q100 flood level.
The proposed biopods filter media level will be at a minimum of approximately RL8.50,
providing outlet pipe level of approximately RL7.50. This matches existing outlet levels.
Allowance has been made to collect the runoff from the proposed new buildings, carparks, and
hard stand areas. The roofwater is collected in above ground rainwater tanks and will be used
for toilet flushing and landscape irrigation. The overflow from roofs and landscaped areas will
be piped to underground ECO AID detention cells which will attenuate the flow back to
predevelopment levels. Runoff will then be directed to the biopods which will then treat the
water to remove pollutants before releasing the stormwater into the existing gully riparian zone.
The Bioretention basin, rainwater tanks and infiltration/ detention basins have been modelled to
act as a detention basin. The storage size is sufficient to reduce the increase in runoff from the
additional hard stand area and buildings back to predevelopment levels as summarised in
preliminary design of stormwater detention volume Appendix C.
6.3 Flood Modelling
Q10, Q100 and Q500 flood levels based on amended Cardno flood study is shown on Middap
Architectural plan 1717 MCU01-B.
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Callaghan & Toth
7 CONCLUSIONS & RECOMMENDATIONS
The proposed development area can be treated by a treatment train consisting of rainwater
reuse tanks, Gross Pollutant Traps, Detention Basins, and biopods, which are capable of
removing the gross pollutants, sediment, nutrients and heavy metals.
The car parking and new buildings can be built to flood free levels in accordance with Council’s
requirements.
A system of detention tunnels (ECOAID) are able to attenuate the runoff concentrations back to
Pre-Development levels and so the development will not have an impact on the hydrology of the
receiving waters.
18
1714-Cartwrigth Village Extension_IWMP_Revision 3.doc April 2019
Page 19
Callaghan & Toth
APPENDIX A - MUSIC Results
A
1714-Cartwrigth Village Extension_IWMP_Revision 3.doc April 2019
Page 20
Source nodes
CATCHMENT
CATCHMENT CATCHMENT A_Villas 1 - 4 & CATCHMENT CATCHMENT
A_landscaped B_Entry building Service Core- B_landscaped D_10 new
Location areas roof Roof areas carparks
ID 4 5 6 9 10
UrbanSourceNo UrbanSourceNod UrbanSourceNod UrbanSourceNo
Node Type UrbanSourceNode de e e de
Zoning Surface Type Mixed Roof Roof Mixed Sealedroad
Total Area (ha) 0.169 0.047 0.121 0.011 0.002
Area Impervious (ha) 0.059313646 0.047 0.121 0.003860652 0.001802384
Area Pervious (ha) 0.109686354 0 0 0.007139348 0.000197616
Field Capacity (mm) 200 200 200 200 200
Pervious Area Infiltration Capacity coefficient - a 211 211 211 211 211
Pervious Area Infiltration Capacity exponent - b 5 5 5 5 5
Impervious Area Rainfall Threshold (mm/day) 1 1 1 1 1
Pervious Area Soil Storage Capacity (mm) 500 500 500 500 500
Pervious Area Soil Initial Storage (% of Capacity) 10 10 10 10 10
Groundwater Initial Depth (mm) 50 50 50 50 50
Groundwater Daily Recharge Rate (%) 28 28 28 28 28
Groundwater Daily Baseflow Rate (%) 27 27 27 27 27
Groundwater Daily Deep Seepage Rate (%) 0 0 0 0 0
Stormflow Total Suspended Solids Mean (log mg/L) 2.18 1.3 1.3 2.18 2.43
Stormflow Total Suspended Solids Standard Deviation (log mg/L) 0.39 0.39 0.39 0.39 0.39
Stormflow Total Suspended Solids Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic
Stormflow Total Suspended Solids Serial Correlation 0 0 0 0 0
Stormflow Total Phosphorus Mean (log mg/L) -0.47 -0.89 -0.89 -0.47 -0.3
Stormflow Total Phosphorus Standard Deviation (log mg/L) 0.31 0.31 0.31 0.31 0.31
Stormflow Total Phosphorus Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic
Stormflow Total Phosphorus Serial Correlation 0 0 0 0 0
Stormflow Total Nitrogen Mean (log mg/L) 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
Stormflow Total Nitrogen Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic
Stormflow Total Nitrogen Serial Correlation 0 0 0 0 0
Baseflow Total Suspended Solids Mean (log mg/L) 1 0 0 1 1
Baseflow Total Suspended Solids Standard Deviation (log mg/L) 0.34 0 0 0.34 0.34
Baseflow Total Suspended Solids Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic
Baseflow Total Suspended Solids Serial Correlation 0 0 0 0 0
Baseflow Total Phosphorus Mean (log mg/L) -0.97 0 0 -0.97 -0.97
Baseflow Total Phosphorus Standard Deviation (log mg/L) 0.31 0 0 0.31 0.31
Baseflow Total Phosphorus Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic
Baseflow Total Phosphorus Serial Correlation 0 0 0 0 0
Baseflow Total Nitrogen Mean (log mg/L) 0.2 0 0 0.2 0.2
Baseflow Total Nitrogen Standard Deviation (log mg/L) 0.2 0 0 0.2 0.2
Baseflow Total Nitrogen Estimation Method Stochastic Stochastic Stochastic Stochastic Stochastic
Baseflow Total Nitrogen Serial Correlation 0 0 0 0 0
Flow based constituent generation - enabled Off Off Off Off Off
OUT - Mean Annual Flow (ML/yr) 1.43 0.668 1.72 9.28E-02 2.66E-02
OUT - TSS Mean Annual Load (kg/yr) 269 20 52.6 18.1 10.6
OUT - TP Mean Annual Load (kg/yr) 0.548 0.112 0.285 3.62E-02 1.70E-02
OUT - TN Mean Annual Load (kg/yr) 2.9 1.41 3.58 0.188 5.59E-02
OUT - Gross Pollutant Mean Annual Load (kg/yr) 32.1 15.8 40.8 2.09 0.641
Rain In (ML/yr) 2.61288 0.726659 1.87076 0.170069 0.0309217
ET Loss (ML/yr) 1.18897 0.0589206 0.151687 0.077389 0.00428633
Deep Seepage Loss (ML/yr) 0 0 0 0 0
Baseflow Out (ML/yr) 0.222829 0 0 0.0145037 0.000405689
Imp. Stormflow Out (ML/yr) 0.840357 0.667739 1.71907 0.0546977 0.025573
Perv. Stormflow Out (ML/yr) 0.363319 0 0 0.023648 0.000661519
Total Stormflow Out (ML/yr) 1.20368 0.667739 1.71907 0.0783457 0.0262345
Total Outflow (ML/yr) 1.42651 0.667739 1.71907 0.0928495 0.0266402
Change in Soil Storage (ML/yr) -0.00259559 0 0 -0.000168954 -4.70E-06
TSS Baseflow Out (kg/yr) 3.03183 0 0 0.196112 0.0054866
TSS Total Stormflow Out (kg/yr) 265.617 19.972 52.6067 17.8975 10.6118
TSS Total Outflow (kg/yr) 268.649 19.972 52.6067 18.0936 10.6173
TP Baseflow Out (kg/yr) 0.0307238 0 0 0.00200185 5.61E-05
TP Total Stormflow Out (kg/yr) 0.517686 0.112109 0.285127 0.0341759 0.0169519
TP Total Outflow (kg/yr) 0.548409 0.112109 0.285127 0.0361778 0.0170079
TN Baseflow Out (kg/yr) 0.392724 0 0 0.0255146 0.000714304
TN Total Stormflow Out (kg/yr) 2.50321 1.4089 3.57851 0.162103 0.055286
TN Total Outflow (kg/yr) 2.89593 1.4089 3.57851 0.187618 0.0560003
GP Total Outflow (kg/yr) 32.9988 15.8335 40.7629 2.14785 0.643222
No Imported Data Source nodes
USTM treatment nodes
1 x 14_000 litre 5 x 14_000 litre
Location RWT Biopod 2 RWT Biopod 1
ID 2 3 7 8
RainWaterTankNo BioRetentionNo RainWaterTankN BioRetentionNod
Node Type de deV4 ode eV4
Lo-flow bypass rate (cum/sec) 0 0 0 0
Hi-flow bypass rate (cum/sec) 100 100 100 100
Inlet pond volume 0 0
Area (sqm) 28 10 140 32
Initial Volume (m^3) 14 70
Extended detention depth (m) 0.01 0.2 0.01 0.2
Number of Rainwater tanks 1 5
Permanent Pool Volume (cubic metres) 14 70
Proportion vegetated 0 0
Equivalent Pipe Diameter (mm) 100 224
Overflow weir width (m) 10 0.2 10 0.2
Notional Detention Time (hrs) 3.34E-02 3.33E-02
Orifice Discharge Coefficient 0.6 0.6
Weir Coefficient 1.7 1.7 1.7 1.7
Number of CSTR Cells 2 3 2 3
Total Suspended Solids - k (m/yr) 400 8000 400 8000
Total Suspended Solids - C* (mg/L) 12 20 12 20
Total Suspended Solids - C** (mg/L) 12 12
Page 21
Total Phosphorus - k (m/yr) 300 6000 300 6000
Total Phosphorus - C* (mg/L) 0.13 0.13 0.13 0.13
Total Phosphorus - C** (mg/L) 0.13 0.13
Total Nitrogen - k (m/yr) 40 500 40 500
Total Nitrogen - C* (mg/L) 1.4 1.4 1.4 1.4
Total Nitrogen - C** (mg/L) 1.4 1.4
Threshold Hydraulic Loading for C** (m/yr) 3500 3500
Horizontal Flow Coefficient 3 3
Reuse Enabled On Off On Off
Max drawdown height (m) 0.499857143 0.5
Annual Demand Enabled Off Off Off Off
Daily Demand Enabled On Off On Off
Daily Demand Value (ML/day) 0.00156 0.00225
Custom Demand Enabled Off Off Off Off
Filter area (sqm) 10 32
Filter perimeter (m) 10 32
Filter depth (m) 0.4 0.4
Filter Median Particle Diameter (mm)
Saturated Hydraulic Conductivity (mm/hr) 200 200
Infiltration Media Porosity 0.35 0.35
Vegetated with
Effective Vegetated with
Nutrient Effective Nutrient
Vegetation Type Removal Plants Removal Plants
Total Nitrogen Content in Filter (mg/kg) 400 400
Orthophosphate Content in Filter (mg/kg) 50 50
Is Base Lined? No No
Is Underdrain Present? Yes Yes
Is Submerged Zone Present? No No
Submerged Zone Depth (m)
B for Media Soil Texture -9999 13 -9999 13
Proportion of upstream impervious area treated
Exfiltration Rate (mm/hr) 0 0 0 0
Evaporative Loss as % of PET 0 100 0 100
IN - Mean Annual Flow (ML/yr) 0.668 0.432 1.72 2.43
IN - TSS Mean Annual Load (kg/yr) 20 25 52.6 286
IN - TP Mean Annual Load (kg/yr) 0.112 8.71E-02 0.285 0.689
IN - TN Mean Annual Load (kg/yr) 1.41 0.866 3.58 4.69
IN - Gross Pollutant Mean Annual Load (kg/yr) 15.8 2.09 40.8 32.1
OUT - Mean Annual Flow (ML/yr) 0.339 0.418 1 2.38
OUT - TSS Mean Annual Load (kg/yr) 6.93 4.9 17 56.1
OUT - TP Mean Annual Load (kg/yr) 5.09E-02 4.95E-02 0.141 0.32
OUT - TN Mean Annual Load (kg/yr) 0.678 0.419 1.8 2.4
OUT - Gross Pollutant Mean Annual Load (kg/yr) 0 0 0 0
No Generic treatment nodes
Other nodes
Receiving Node - Tributary of Wooroi
Location Ck
ID 1
Node Type ReceivingNode
IN - Mean Annual Flow (ML/yr) 2.82
IN - TSS Mean Annual Load (kg/yr) 71.6
IN - TP Mean Annual Load (kg/yr) 0.387
IN - TN Mean Annual Load (kg/yr) 2.88
IN - Gross Pollutant Mean Annual Load (kg/yr) 0.641
OUT - Mean Annual Flow (ML/yr) 2.82
OUT - TSS Mean Annual Load (kg/yr) 71.6
OUT - TP Mean Annual Load (kg/yr) 0.387
OUT - TN Mean Annual Load (kg/yr) 2.88
OUT - Gross Pollutant Mean Annual Load (kg/yr) 0.641
% Load Reduction 28.2
TSS % Load Reduction 80.6
TN % Load Reduction 64.6
TP % Load Reduction 61.3
GP % Load Reduction 99.3
Links
Location Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link Drainage Link
Source node ID 6 8 3 5 7 2 9 4 10
Target node ID 7 1 1 2 8 3 3 8 1
Muskingum-Cunge Routing 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) 1.72 2.38 0.418 0.668 1 0.339 9.28E-02 1.43 2.66E-02
IN - TSS Mean Annual Load (kg/yr) 52.6 56.1 4.9 20 17 6.93 18.1 269 10.6
IN - TP Mean Annual Load (kg/yr) 0.285 0.32 4.95E-02 0.112 0.141 5.09E-02 3.62E-02 0.548 1.70E-02
IN - TN Mean Annual Load (kg/yr) 3.58 2.4 0.419 1.41 1.8 0.678 0.188 2.9 5.59E-02
IN - Gross Pollutant Mean Annual Load (kg/yr) 40.8 0 0 15.8 0 0 2.09 32.1 0.641
OUT - Mean Annual Flow (ML/yr) 1.72 2.38 0.418 0.668 1 0.339 9.28E-02 1.43 2.66E-02
OUT - TSS Mean Annual Load (kg/yr) 52.6 56.1 4.9 20 17 6.93 18.1 269 10.6
OUT - TP Mean Annual Load (kg/yr) 0.285 0.32 4.95E-02 0.112 0.141 5.09E-02 3.62E-02 0.548 1.70E-02
OUT - TN Mean Annual Load (kg/yr) 3.58 2.4 0.419 1.41 1.8 0.678 0.188 2.9 5.59E-02
OUT - Gross Pollutant Mean Annual Load (kg/yr) 40.8 0 0 15.8 0 0 2.09 32.1 0.641
Catchment Details
Cooroy_1973to1983_6min_Carrama
Catchment Name rExtension_28March2019
Timestep 6 Minutes
Start Date 1/01/1973
End Date 1/01/1983 23:54
Rainfall Station 40059 COOROY
User-defined
ET Station monthly PET
Mean Annual Rainfall (mm) 1550
Mean Annual ET (mm) 1632
Page 22
Callaghan & Toth
APPENDIX B - Preliminary Design of Stormwater
Detention Volume
B
1714-Cartwrigth Village Extension_IWMP_Revision 3.doc April 2019
Page 23
PROPOSED CARTWRIGHT VILLAGE EXTENSION - CARRAMAR,
NOOSACARE
PRELIMINARY DESIGN OF STORMWATER DETENTION VOLUME
VERSION 3
FOR
NOOSA COUNCIL
LOT 2 on RP177554
186 COOROY NOOSA ROAD,
TEWANTIN
APRIL 2019
SMH GT
9.5 LI
Tanks
9.5
Villa No1 - Gnd Floor Level
10 .0
Tank
FFL 10.35
10 . 0 Service Core 8 new Residents' Rooms
10 . 0
Lower FFL 10.35
bridge LI Upper FFL 13.75
Villa No2 - 1st Floor Level
LI
FFL 13.75
8 new Residents' Rooms
garden
LI
fence line
8. 0
garden
concrete path
building
Cartwright North Fill platform to RL 10.1 Detention
line
garden
LI Cells 7.
5
Existing 16 Residents Rooms
FFL 10.35
Villa No3 - Gnd Floor Level Tanks Biopod
FFL 10.35
9 .0
8 new Residents' Rooms
Villa No4 - 1st Floor Level
FFL 13.75
8 new Residents' Rooms
7.0
GT
concrete path
FILL PLATFORM
building line
RL10.20
tank
250pvc
RP177554
8 .5
Cartwright South SV
fence line
Existing 16 Residents Rooms
6 .5
FFL 10.35
garden
6 .5
SW
cu
rre
SW
nt
sta
nd
in
g
w
ate
EMH
shed
rlin
timber deck
e
8. 0
10 .0
.5
9
top of bank
chainw
TT*S10
Detention
TT*S10
ire fen
Cells
ce
7 .0
Biopod
Tanks
gate Entry Building
LI
FFL 9.8
0 LI
.0 1
gully
SV
4 new carparks
SW
7.5
LI RL 8.30
TE
EMH FLAG Exist
1
.5
0
LI 9. 0
Car Park
7 .57.5
894
MA*S16
Existing bitumen carpark
5
0.
0
6 new carparks
0.
1 1
Q10 flood line
identifing number
flagged trees with
Exist Car Park
8. 0
Q1
00
flo
od
lin
e
5
8.
Callaghan&&Toth
Callaghan Toth
COOROY - NOO
SA ROAD Civil, Environmental &
Civil, Environmental
Hydraulic Engineers&
Hydraulic Engineers
SITE DETAILS
Page 24
Callaghan & Toth
DOCUMENT HISTORY
Document Reference: Preliminary Design of Stormwater Detention Volume.doc
Project Manager: Peter Middap
Author: Lex Toth NPER3 (ENV) (CIVIL) RPEQ 6069 CPESC
Reviewer: Jane Davissen BE (ENV)
Client: Noosa Care Inc.
Contact Person: Megan D’Elton
DISTRIBUTION LIST
POSITION ON
NAME ORGANIZATION MANAGEMENT TEAM REVISION REVISION REVISION REVISION
0 1 2 3
Peter Middap Middap Architects Project Manager 1 1 1 1
Megan D’Elton Noosa Care Inc. Client 1 1 1 1
Lex Toth Callaghan & Toth Author 1 1 1 1
Noosa Council Assessment Officer 1 1 1 1
REVISION LIST
REVISION DATE DISTRIBUTED ISSUED BY CHECKED BY
0 19h December 2017 BSM LT
st
1 21 December 2017 BSM LT
2 5th October 2018 BSM LT
th
3 8 April 2019 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
2019
I hereby certify that the stormwater detention volumes defined in this report has been designed by industry-
standard procedures and that the Noosa Council can rely on the design details described herein during their
consideration of the relevant matters for approval.
_____________________________________________________________
Alexander David Toth, NPER3 (ENV) (CIVIL) RPEQ 6069 CPESC, 08 April 2019
Director, Callaghan & Toth Consulting Engineers P/L
8/41 Sunshine Beach Rd, Noosa Heads
Phone: 5474 9081 Email: [email protected]
1
X:\JOBS\CT Projects in progress\1714 Carramar MCU\Correspondence\IWMP\Report V3\detention report ver 3 April 2019
Page 25
List Of Contents
1. Introduction And Summary 3
2. Pre- And Post-Development Runoff Rates By The Rational Method 4
3. Broad-Brush Detention Volume 4
4 Pre- And Post-Development Urbs Models 5
4.1 Model Set-Ups 5
4.2 Comparison To Rational Method Calculations 8
4.3 Detention Volumes 8
5. References 10
List Of Figures
1. Overall Site Plan 3
2. Urbs Model Layout For Pre-Development Scenario 6
3. Urbs Model Layout For Post-Development Scenario 7
4. Conceptual Arrangement Of Detention Volume 9
List Of Tables
1. Comparison of Urbs Outflow Rates To Rational Method Outflow Rates 8
2 Urbs Design Of Attenuation Volume, Regardless Of Critical Durations 8
Appendices
A. EcoAid Brochure 11
B. Urbs catchment File, Pre-Development Scenario 24
C. Urbs Catchment File, Post-Development Scenario 26
2
Page 26
1.0 INTRODUCTION AND SUMMARY
This report describes a preliminary assessment of a stormwater detention volume for the mitigation of
peak rates of stormwater runoff from a proposed extension of Cartwright Village at Carramar, at 186
Cooroy – Noosa Road, Tewantin. A plan of the overall site, including the existing facilities and the
proposed extension, is shown in Figure 1 below.
The eastern boundary of the 4.05 hectare site borders a tributary of Wooroi Creek, and stormwater runoff
from the entire site discharges to that tributary. The 0.51 hectare stormwater catchment area for the
proposed extension consists of four subareas, as outlined in red on Figure 1 below.
Figure 1: Overall Site Plan
The design catchment is mostly open space at present, with a car-park and some pathways constituting an
impervious fraction of 32 percent. The proposed additional buildings and parking spaces will increase the
design catchment’s impervious fraction to 71 percent.
Urbs modelling of the pre- and post-development scenarios has indicated that the proposed extension will
increase the peak runoff rates from the design catchment by 25 to 43 percent across the range of ARI from
1 year to 100 years. The modelling has further indicated that complete mitigation of the increase will
require a detention volume of 80 cubic metres if the difference in critical storm durations between the pre-
and post-development scenarios is ignored, or 89 cubic metres for complete mitigation at like-for-like
durations. Those detention volumes should be slightly reduced at the detailed design phase, using the
latest rainfall intensity data and with an allowance for the biopod storages and the infiltration through the
porous floor of the detention units. An arrangement of underground detention cells, based on the ecoAid
3
Page 27
system, and providing a total detention volume of 82 cubic metres, is therefore shown in Figure 4 on page
12 of this report. A description of the ecoAID system is shown in Appendix A hereto.
2.0 PRE- AND POST-DEVELOPMENT RUNOFF RATES BY THE RATIONAL METHOD
The Rational Method has been used in this study as a sanity-check on the flow rates predicted by the Urbs
models.
Pre-Development:
The pre-development topography, cover and drainage pattern of the 0.5144 hectare design catchment can
be seen in Figure 2 on page 5 of this report. The pre-development C10 runoff coefficient, for an
impervious fraction of 32 percent, is 0.72. The time of concentration, for a sheet flow length of 55 metres
at slopes of 3 to 4 percent through reasonably well-maintained grass and trees is 14 to15 minutes. The
consequent pre-development peak flow rates are therefore calculated as follows:
Q100 = 0.00278 x 1.2 x 0.72 x 210 x 0.514 = 0.26 m3/sec
Q10 = 0.00278 x 1.0 x 0.72 x 145 x 0.514 = 0.15 m3/sec
Q1 = 0.00278 x 0.8 x 0.72 x 85 x 0.514 = 0.07 m3/sec
Post-Development:
The post -development cover and drainage pattern can be seen in Figure 3 on page 6 of this report. The
pre-development C10 runoff coefficient, for an impervious fraction of 71 percent, is 0.84. The longest
flow time, for sheet flow lengths of 25 to 30 metres at slopes of 3 to 4 percent through well-maintained
grass and trees, followed by 50 metres of allotment piping at 1 m/sec, is 12 minutes. The roof and carpark
areas, occupying a substantial proportion of the design catchment, will have a response time of 6 to 7
minutes. An overall concentration time of 9 to 10 minutes has therefore been adopted. The consequent
post-development peak flow rates are therefore calculated as follows:
Q100 = 0.00278 x 1.2 x 0.84 x 245 x 0.514 = 0.35 m3/sec
Q10 = 0.00278 x 1.0 x 0.84 x 170 x 0.514 = 0.20 m3/sec
Q1 = 0.00278 x 0.8 x 0.84 x 97 x 0.514 = 0.09 m3/sec
3.0 BROAD-BRUSH DETENTION VOLUME
The 39 percent increase in the design catchment’s impervious fraction (from 32 percent to 71 percent) is
equivalent to about two thirds of what would typically be expected for development of a medium-sized
“Res A” lot (60% increase). Given that medium-sized “Res A” development generally requires about 250
cubic metres of detention volume for each hectare of development platform, the proposed extension of
facilities into the 0.51 hectare design catchment should therefore be expected to require a detention
volume in the order of:
Two-thirds of 250 x 0.51 = 85 cubic metres.
4
Page 28
4.0 PRE- AND POST-DEVELOPMENT URBS MODELS
4.1 Model Set-Ups
The model set-up for the pre-development scenario is shown in Figure 2, below. The model structure has
10 subareas spread across four branches of the model, with between two and five subaraeas in each
branch. This is comfortably more than the preferred minimum of five subareas for an overall model, but
somewhat less than a minimum of five subareas per branch. Overall though, the degree of model
subdivision is suggested to be adequate for the preliminary nature of this design study.
The corresponding coding of the Urbs catchment file for this pre-development scenario can be seen in
Appendix B hereto.
5
Page 29
Figure 2: Urbs Model Layout For Pre-Development Scenario
The model set-up for the post-development scenario is shown in Figure 3, below. The model structure
has 14 subareas. The runoff hydrographs from the various subareas are conceptually lumped together
before passing through a single conceptual detention volume, which is an acceptable simplification for
this preliminary assessment. The total volume will then be apportioned between the two proposed
detention volumes as described at the end of Section 4.3 of this report.
The corresponding coding of the Urbs catchment file for this post-development scenario can be seen in
Appendix C hereto.
6
Page 30
Figure 3: URBS Model Layout For Post-Development Scenario
The pre-development and post-development models shared the same operating parameters – namely, an
alpha parameter of 2.0 and an m parameter of 0.80, with reach factor lengths varying from 2.0 to 2.6 in
0.1 increments for ARI’s from 100 year down to 1 year. Rainfall intensities and temporal patterns were
ARR87 standard, and infiltration rates in both models were specified as zero initial loss and 2 mm/hour
continuing loss, as accepted by a Noosa Council representative in a telephone conversation of 12 th
December 2017.
7
Page 31
4.2 Comparison To Rational Method Calculations
The peak outflow rates from the Urbs models for the pre- and post-development scenarios are compared
to the Rational Method flow rates in Table 1, below. The Urbs outflow rates are mostly fractionally higher
than the Rational Method flow rates, and overall this is suggested to be an acceptable comparison.
Table 1: Comparison Of Urbs Outflow Rates To Rational Method Outflow Rates
ARI Pre-Development Model Post-Development Model (No Basin)
(years) Rational Method Urbs Rational Method Urbs
100 0.26 0.27 0.35 0.34
10 0.15 0.16 0.20 0.21
1 0.07 0.07 0.09 0.10
4.3 Detention Volumes
With the models deemed to be performing acceptably well, coding for a conceptual detention basin was
added to the post-development model, as can be seen in the catchment file in Appendix C. The coding
was adjusted so as to achieve a reasonably smooth storage-discharge curve while at the same time
ensuring that the outflows from the post-development scenario with the basin in place were reasonably
matched to the outflows from the pre-development scenario, regardless of any difference in the critical
storm durations between the pre- and post-development scenarios. The required 100 year detention
volume was found to be 80 cubic metres, with results across the range of ARI as in Table 2, below. The
required attenuation is exactly achieved, apart from a fractional shortfall in attenuation at the 1 and 2 year
level. Overall, this volume is considered to provide an acceptable outcome, notwithstanding that the
critical storm durations were not necessarily the same between the pre-development and post-
development models.
Table 2: Urbs Design Of Detention Volume, Regardless Of Critical Durations
ARI (years) Required Attenuation (m3/sec) Achieved Attenuation (m3/sec)
100 0.34 0.27 0.34 0.27
50 0.30 0.24 0.30 0.24
20 0.25 0.19 0.25 0.19
10 0.21 0.16 0.21 0.16
5 0.18 0.14 0.18 0.14
2 0.14 0.10 0.14 0.11
1 0.10 0.07 0.10 0.08
The models were then run for 100 year storm durations up to 3 hours, maintaining the same storm
durations in the pre-development and post-development models for each run. The 100 year 2 hour storm
was found to be the critical duration, resulting in a 100 year detention volume of 89 cubic metres.
In summary, the modelling has suggested a 100 year detention volume of 80 cubic metres, or 89 cubic
metres if like-for-like storm durations are considered to be a vital requirement. Both of those volumes are
consistent with the broad-brush estimate of 85 cubic metres at the bottom of page 4 of this report. A
nominal volume of 82 cubic metres has been adopted, on the basis that the use of the latest infiltration
allowances and temporal patterns at the detailed design stage, together with an appropriate allowance for
8
Page 32
the biopod storages and the infiltration through the porous floor of the detention units, should achieve a
slight reduction in the required detention volume, albeit at the expense of substantially greater design
complexity. The 82 cubic metre volume was then simply apportioned between the two groups of roof
areas, on the basis of contributing roof area as a proportion of total roof area, and then adjusted slightly to
suit the space constraints, resulting in the conceptual arrangement shown in Figure 4 below. This provides
a total of 82 cubic metres, using the ecoAID underground cellular system. Details of this system are
shown in the brochure in Appendix A hereto.
Figure 4: Conceptual Arrangement Of Detention Volume
9
Page 33
5.0 REFERENCES
1. Brisbane City Council, 1994 “URBS, The BCC Catchment Management Runoff Routing Model,
Version 3.3”
2. Noosa Council Planning Scheme Policies, 2015
3. Queensland Urban Drainage Manual, Third Edition, 2013
10
Page 34
APPENDIX A
EcoAID Brochure
11
[OCR of page images]
APPENDIX A
EcoAID Brochure
11
Page 35
ecoAID ® Underground Stormwater Management [OCR of page images] Underground Stormwater Management
Page 36
ecoAID® OVERVIEW
ecoAID® is an underground modular stormwater physical screening, sedimentation and filtration
system used for detention, infiltration or harvesting techniques. The ecoAID® system is easily maintained
stormwater runoff. The system also provides from street level via the C-A-R utilising a Jet-Vac
stormwater treatment by utilising a ‘Catch-All-Row’ cleaning unit with a high pressure hose.
(C-A-R) as an internal gross pollutant and sediment
trap. The dual function of stormwater collection ecoAID® is an exceptionally strong and robust water
and treatment allows the engineer to optimise storage and treatment system that is capable of
the drainage layout by minimising the number of being used under public roads, car parks, sports
manhole pits, with the added benefit of omitting the fields and public open space. This provides the
need for external gross pollutant and sediment traps. engineer with opportunities to save valuable land
space and protect natural waterways from the
The ecoAID® chamber system can provide both damaging effects of pollution from both new and
primary and secondary treatment through the existing developments.
removal of gross pollutants and sediment via
ecoAID® Underground Stormwater Management
Page 37
The ecoAID® system is manufactured in Australia and ecoAID® can be installed in a single or double layer
is a proven cost effective alternative to imported configuration to meet project specific requirements.
systems. Local manufacture not only supports the
Australian manufacturing industry, it also provides ecoAID® has been used throughout Australia on
shorter product lead times and a financial boost to many types of projects including:
the local economy.
99 High end commercial developments
Each ecoAID® chamber weighs only 15kg allowing 99 Residential and sub-division
for safe and easy installation on site. Contractors 99 Local and State government projects including
are able to install ecoAID® quickly and efficiently schools and hospitals
meaning system installation times are reduced, 99 New sports fields for water harvesting
therefore saving on cost.
99 Drainage under public roads
99 Open sump conversions into Public Open Space
Page 38
SYSTEM DETAILS
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ecoAID® Underground Stormwater Management
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Page 39
ecoAID®
Technical Data
Chamber Volume (m3) 0.516m3
Min Installed Storage
(incl. 150mm rock bedding 0.822m3
and cover layer) ps = 0.40
Chamber Physical Length 1.00m
D
Chamber Installed Length 0.97m
B
Chamber Width 1.16m
Chamber Height 0.68m
Min Installed Storage Height
(incl. 150mm rock bedding 0.98m
and cover layer)
LEGEND:
A. ecoAID® EC1000 Chamber
B. ecoAID® EC1000 End Cap
C. bidim® A24 non-woven geotextile surround
D. bidim® Filter Wrap (over C-A-R)
E. 40kN Woven geotextile (along base of C-A-R)
1. Finished surface layer as specified by design engineer
2. Backfill material as specified by design engineer
3. 20-50mm Ø drainage rock/RCC/scoria
4. Subgrade
5. 150mm – 625mm Ø (OD) inlet pipe
6. Connecting pipe network
min < H > max
7. Manhole inlet structure
8. 100mm – 150mm Ø optional inspection/ventilation pipe
9. 100 – 150mm Ø optional lateral equalisation pipes
* The rock component provides additional storage and it's porosity
(typically 40%) is used when calculating the tanks overall storage
capacity.
* The ecoAID® system can be installed in a single or double layer
configuration.
* Please refer to our ecoAID® standard detail drawings for more
information.
ecoAID® COVER REQUIREMENTS
NOT SUBJECT TO Hmin Hmax
VEHICLE LOADING
eg - Public open space 300 2500
SUBJECT TO VEHICLE LOADING
not in roadway 450 2500
in sealed roadway 600 2500
under unsealed roadway 750 2500
minimum required values maximum allowable values
Page 40
5
4
1 2
6
KEY FEATURES & BENEFITS
1 Corrugated Arch Design – incorporating a true parabolic inner profile for
optimum load-shed via soil arching, with boxed-out corrugations providing arch
stiffness and rigidity ensuring structural integrity over the system’s 100 year+
design life. 3
2 Six slots per corrugation – Reducing chamber emptying time.
3 End Cap to close out row – Flat end cap base design ensuring no rotation of end
cap and chambers occurs when backfill material is placed. The end caps have cut
out guides accommodating pipe inlets up to 625mm outside diameter.
4 Moulded side entry ports (100mm Ø or 150mm Ø) – Integrated lateral pipe
ports allowing side entry lot connections directly into the ecoAID system and also
used to aid system equalisation and water distribution.
5 Moulded vertical entry ports (100mm Ø or 150mm Ø) – Integrated vertical pipe
ports to accommodate breather pipes for system ventilation, inspection access
7
and used for water extraction pipes on stormwater harvesting applications.
6 Keyed feet with stiffeners – The flat keyed feet of the chambers are locked
into place by the embedment aggregate preventing movement during backfill
placement and compaction.
7 Each chamber weighs only 15 kg – Can be installed by one person ensuring safe
and rapid installation. 8
8 Single or double layer configuration – Can be designed and installed in two
layers to increase effective volume.
ecoAID® Underground Stormwater Management
Page 41
STORMWATER QUALITY AND TREATMENT
‘Catch-All-Row’ (C-A-R)
The ecoAID® system utilises a stormwater treatment
device called a ‘Catch-All- Row’. The C-A-R retains gross
pollutants, sediment and other contaminants whilst
allowing clean water to enter into adjacent rows before
infiltrating into the surrounding soil or being discharged
downstream. The C-A-R row is connected to the inlet
pit and provides a large volume for sedimentation and
solid deposition (figure 1). This in turn enhances the
capabilities of stormwater treatment and greatly extends
the maintenance return intervals.
The C-A-R acts as a primary and secondary treatment
measure by removing gross pollutants and sediments
including total suspended solids (figure 2). The C-A-R can
also be used in conjunction with traditional treatment
measures as part of a wider external treatment train to (figure 1)
further improve the stormwater quality entering into
local waterways.
Geotextiles
Stormwater entering into the ecoAID® system is filtered
by a woven geotextile (figure 3) which is laid along
the base of each C-A-R and then ex-filtrates into the
stone bedding. Additional filtration and exfiltration of
stormwater occurs via the chamber slots which are
surrounded with a bidim® non-woven geotextile along
the entire length of the C-A-R (figure 3).
(figure 2)
Unique features of C-A-R
99 Large filtration area – each chamber has a large
surface area which permits filtration of stormwater
through the bottom woven geotextile.
99 Large sediment storage volume – greatly extending
maintenance return intervals.
99 Serviceable due to unimpeded access for cleaning.
Modelled in MUSIC
The ecoAID® system (i.e. C-A-R) can be modelled in
MUSIC and therefore the redundancy of additional GPTs
in certain conditions can be demonstrated – although in
some circumstances the use of additional filter media or
3rd party devices may be required to meet nutrient load
reduction targets.
(figure 3)
Page 42
ecoAID® FUNCTIONS
Infiltration
Infiltration tanks play an important role in Water by pipes and overland into the ecoAID® system
Sensitive Urban Design (WSUD) by aiding modern where the stormwater is temporarily stored before
stormwater construction practices and providing a infiltrating back into the natural ground.
‘sustainable’ solution which protects the environment
and takes advantage of natural site features and In order to improve the quality of stormwater
minimises any detrimental impact on the water cycle. run-off before infiltration takes place, ecoAID® utilises
an internal treatment device called the 'Catch-All-
There are many environmental and economic benefits Row'. The C-A-R effectively cleans and filters run-off
associated with onsite infiltration including reducing water by preventing gross pollutants and fine to
peak stormwater flows, reducing the quantity of coarse sediments from entering the storage rows of
stormwater runoff, reducing stormwater drainage the ecoAID® tank.
capital costs and improving stormwater quality.
In addition to improving stormwater quality, the large
The ecoAID® system can be used to control infiltration surface area provided by the base and side
stormwater at ‘source’ by managing stormwater walls of the ecoAID® system greatly enhances soakage
run-off from paved areas, impermeable roof tops, response and system emptying times ensuring local
rainwater tank overflows and soft landscaped areas. design requirements are achieved.
Runoff from each of these sources can be directed
Harvesting
Stormwater harvesting involves collecting, treating, storing
and re-using stormwater runoff from urban areas and is
considered to be a viable and cost effective alternative to
using local town water supplies. The typical stages of any
stormwater harvesting schemes are:
• Harvest (stormwater is collected from the source)
• Treat (to reduce pathogen and pollution levels)
• Store (to retain stormwater for re-use)
• Distribute (stormwater is distributed to the area of use)
ecoAID® Underground Stormwater Management
Page 43
Harvesting continued The ecoAID® system used in conjunction with a suitable liner system is an ideal solution for collecting, retaining and distributing treated stormwater for re-use in irrigation and toilet flushing applications on new sporting facilities, industrial complexes, new schools and hospital developments. ecoAID® is compatible with scoria, a light volcanic rock that plays a valuable role in algae buildup whereby a bioactive film on the scoria contributes to the removal of nitrogen and phosphorous. After initial gross pollutant, sediment and nutrient removal via ecoAID’s® ‘Catch-All-Row’ and scoria rock, further treatment takes place through the use of bio retention gardens, sand filters and UV disinfection (removal of bacteria and viruses) before being pumped to its area of use. Detention Traditional philosophy of stormwater management is to collect and dispose of stormwater runoff via a piped conveyance system as effectively and efficiently as possible in order to prevent flooding of properties and local streets. However, urbanisation and the increase in new developments means this method of stormwater management is no longer sustainable as it puts an ever increasing burden on existing drainage infrastructure and often leads to a number of environmental and economic issues. To help alleviate these problems the ecoAID® stormwater management system can be designed and constructed as a stormwater detention tank (with or without an impermeable liner) to meet both permissible site discharge and site storage requirements by acting as a water storage tank and releasing this water into the local drainage network at a controlled rate. ecoAID® can also be used as part of a stormwater quality and treatment management plan by providing primary or secondary treatment measures in the form of a proprietary ‘Catch-All-Row' which deals with both gross pollutants and a high percentage of total suspended solids (TSS).
Page 44
STRUCTURAL
ecoAID® is an exceptionally strong system that can withstand high loading conditions (live & dead loads). The
system draws its strength by distributing loads from above into the surrounding rock via soil arching.
The ecoAID® chamber system has been designed, manufactured and structurally tested in accordance with
ASTM F2787 (Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection
Chambers). As per ASTM F2787 ecoAID® has been designed and independently assessed using finite element
analysis (FEA) and has undergone full scale field testing to validate model results. In addition, ecoAID® has been
load tested to the Australian standard AS 5100.2 (Bridge Design Code) meaning ecoAID® is suitable to be installed
under Australian roads and car parks.
ecoAID® is designed manufactured and tested What does AS 5100.2 mean?
to ASTM F2787.
99 Australian factored design wheel loads to a very
• Is made from injection moulded virgin polypropylene high standard.
(PP) co-polymer with high impact and creep
resistance, and UV-stabilised masterbatch resin. 99 ecoAID® can accommodate M1600 moving axle
loads of 16 tonne per axle (1.8 Live Load FoS)
• Has been independently assessed using FEA (ASTM
clause 5.5 & 6.1). 99 ecoAID® can accommodate W80 wheel loads of 8
tonne per wheel (1.8 Live Load FoS).
• Has undergone full scale field testing to validate
structural results (ASTM clause 9.1). 99 ecoAID® can accommodate tyre contact pressures
up to 800 kPa over an area of 0.1m2 @ 600mm
• Has been assessed using 100 year creep values cover.
(elastic modulus E) for both short term live loads and
long term dead loads. 99 ecoAID® exceeds AS3996 Class D rating for
carriageways of roads & areas open to commercial
• Exceeds the following serviceability requirements vehicles.
(deflection limits).
99 ecoAID® has considered short term live loads and
99 Localised buckling of chamber walls long term dead loads within in service conditions.
99 Tensile strength of chamber walls It is extremely important for any underground stormwater
collection system to be designed, manufactured and tested
99 Global buckling of chamber walls to a recognised standard as this protects the end user and
ensures the system is suitable for use under Australian
99 Foundation material stresses roads and car parks.
99 Subgrade material stresses Please request a copy of our ‘ecoAID® EC-1000 Stormwater
• Has been load tested to AS 5100.2 Chamber Analysis’ report for more details.
ecoAID® Underground Stormwater Management
Page 45
MAINTENANCE & INSPECTION
To minimise OH&S risks the inspection procedure is A maintenance schedule needs to be established
carried out from the surface via the access structure for each individual location based upon site specific
connected to the 'Catch-All-Row' or from the vertical variables such as:
inspection pipe. The inspections are visual and will verify
• Type of land – industrial, commercial, residential
the depth of pollutant built up within the row.
• Anticipated pollutant load
The maintenance procedure is carried out with the Jet- • Percent imperviousness
Vac process which utilises a high pressure water hose.
• Climate
The pressure of the nozzle propels the hose to the end
of the C-A-R while jetting and suspending sediments. An accurate maintenance interval can be determined by
As the nozzle is retrieved, the captured pollutants are regular, logged inspections, recommended at no more
flushed back into the manhole sump and vacuumed. than 6 monthly intervals initially.
Reducing maintenance costs
The environmental benefits of solids removal are well documented, however the more effective a system is at removing
contaminants and solids the more often it will need to be cleaned – yes? Well, not necessarily. It also depends on the
volume available for sedimentation and solids deposition. ecoAID® enables the designer to maximise this volume and
extend the maintenance return interval, so you spend less time and money cleaning out.
Page 46
ENVIRONMENTAL
100% RECYCLABLE
The system is 100% recyclable and has been load tested with recycled crushed construction waste for the rock drainage
media, potentially diverting many tonnes away from landfills.
AUSTRALIAN MANUFACTURED
ecoAID® is manufactured in Australia at a state-of-the-art ISO 9001 accredited manufacturing facility featuring low energy
consumption and servo-hydraulic plant with energy savings between 20 and 80%.
LOW CARBON FOOTPRINT AND CARBON MILES
With ecoAID® being manufactured in Australia, the ‘carbon miles’ are lower than imported systems. The stacking and
transportation efficiency makes ecoAID® chambers a sound environmental choice compared to oversize round pipe or
concrete tanks in detention and infiltration applications.
LONG SERVICE LIFE
ecoAID® is manufactured using injection moulded UV stabilised virgin polypropylene ensuring it meets its 100 year+
in service design life. The storage is serviceable due to unimpeded access to the ‘Catch-All-Row’ for cleaning and
maintenance from the ground surface level, so storage volume is not lost over time.
TECHNICAL SUPPORT
Geofabrics are able to provide technical support to design engineers, architects, developers and contractors. Our technical
hub can provide information relating to application suitability, system sizing, design specifications and full CAD design
suggestion drawings. Feel free to contact us directly using the details below, or visit our website where additional general
and technical information is available.
GEOFABRICS.CO
MELBOURNE SYDNEY NEWCASTLE COFFS HARBOUR PERTH ADELAIDE
(03) 8586 9111 (02) 8785 8800 (02) 4951 2688 (02) 6653 5706 (08) 6305 0561 (08) 8162 5855
BRISBANE TOWNSVILLE BUNDABERG GOLD COAST HOBART DARWIN
(07) 3279 1588 (07) 4774 8222 (07) 4155 9968 (07) 5594 8600 (03) 6273 0511 0407 523 669
ecoAID are registered trademarks of EcoAID Pty Ltd. EcoAID Pty Ltd is Australian owned and operated.
IMPORTANT NOTICE - DISCLAIMER - The information contained in this brochure is general in nature. In particular the content of this brochure does not take
account of specific conditions that may be present at your site. Site conditions may alter the performance and longevity of the product and in extreme cases
may make the product wholly unsuitable. Actual dimensions and performance may vary. If your project requires accuracy to a certain specified tolerance
level you must advise us before ordering the product from us. We can then advise whether the product will meet the required tolerances. Where provided,
installation instructions cover installation of product in site conditions that are conducive to its use and optimum performance. If you have any doubts as to
the installation instructions or their application to your site, please contact us for clarification before commencing installation. This brochure should not be
used for construction purposes and in all cases we recommend that advice be obtained from a suitably qualified consulting engineer or industry specialist
before proceeding with installation. © Copyright held by Geofabrics Australasia Pty Ltd. All rights are reserved and no part of this publication may be copied
without prior permission.
Page 47
APPENDIX B
URBS Catchment File, Pre-Development Scenario
24
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APPENDIX B
URBS Catchment File, Pre-Development Scenario
24
Page 48
25
[OCR of page images]
CARRAMAR3 TEWANTIN - EXISTING.CAT
Model: Basic
Uses: LUI
Default Parameters: alpha=2.00 m=0.80
10 Subareas of Area:
0.000584 0.000507 0.000641 0.000938 0.000230
0.000270 0.000300 0.000527 0.000536 0.000611
Factor=2.6
(100yr F=2.0}
{S0yr F=2.1}
{20yr F=2.2}
{10yr F=2.3}
{Syr F=2.4}
{2yr F=2.5}
{lyr F=2.6}
Rain # 1 L=0.021 U=0.00 I-0.00
Add Rain # 2 L=0.017 U=0.00 I=0.00
Store.
Rain # 3 L=0.028 U=0.00 I-0.07
Add Rain # 4 L=0.022 U=0.00 I-0.05
Store.
Rain # 5 L=0.027 U=0.00 I=0.00
Store.
Rain # 6 L=0.018 U=0.00 I-0.00
Add Rain # 7 L=0.026 U=0.00 I=0.00
Store.
Rain # 8 L=0.033 U=0.75 I=0.83
Add Rain # 9 L=0.031 U=0.75 I-0.93
Add Rain # 10 L=0.020 U=0.75 I=1.00
Get.
Get.
Get.
Get.
Print. EXG
End of Catchment Definition.
1 Pluviographs:
Location. ARR_ TEMPORAL DATA
10 Subareas:
1 253547556 7°8,9 10
End of Pluviograph Data.
End of Gauging Station Data.
25
Page 49
APPENDIX C
Urbs Catchment File, Post-Development Scenario
26
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APPENDIX C
Urbs Catchment File, Post-Development Scenario
26
Page 50
27
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CARAMAR3 TEWANTIN - MITIGATE.CAT
Model: Basic
Wises Ut
Default Parameters: alpha=2.00 m=0.80
14 Subareas of Area:
0.000646 0.000357 0.000456 0.000576 0.000476
0.000105 0.000125 0.000159 0.000220 0.000260
0.000090 0.000527 0.000536 0.000611
Factor=2.0
{100yr F=2.0}
{5Oyr F=2.1}
{20yr F=2.2}
{10yr F=2.3}
{Syr F=2.4}
{2yr F=2.5}
{lyr F=2.6}
Rain # 1 L=0.044 U=1.00 I-0.82
Store.
Rain # 2 L=0.058 U=1.00 I-0.80
Store.
Rain # 3 L=0.010 U=0.00 I-0.00
Store.
Rain # 4 L=0.032 U=1.00 1.00
Store.
Rain # 5 L=0.025 U=0.50 I-0.19
Store.
Rain # 6 L=0.028 U=0.50 I-0.50
Add Rain # 7 L=0.017 U=0.50 -0.50
Get.
Route L=0.018 U-0.50
Add Rain # 8 L-0.026 U=0.50 I-0.00
Get.
Get.
Get.
Get.
Store.
Rain # 9 L=0.023 U=1.00 I=1.00
Store.
Rain # 10 L=0.028 U=1.00 I=1.00
Store.
Rain # 11 L=0.019 U=0.50 I-0.00
Get.
Get.
Route L=0.025 U=0.75
Store.
Rain # 12 L=0.033 U=0.75 I=1.00
Add Rain # 13 L=0.031 U-0.75 1.00
Add Rain # 14 L=0.020 U=0.75 I=1.00
Get.
Get.
Print. BAS _IN
Dam Route VBF= 0. Number — 8
{Thou m3 Cumec}
0.000 0.000
0.011 0.070
0.025 0.110
0.038 0.140
0.046 0.160
0.058 0.190
0.070 0.240
0.080 0.270
Print. BAS_OUT
End of Catchment Definition.
1 Pluviographs:
Location. ARR_ TEMPORAL DATA
14 Subareas:
1234567
8 91011121314
End of Pluviograph Data.
27