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Referenced Document - MCU30/0030 · MCU13/0030
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PROPOSED KABARA HOSTEL, COOROY - NOOSACARE
INTEGRATED WATER MANAGEMENT PLAN
VERSION 1
FOR
SUNSHINE COAST REGIONAL COUNCIL
LOT 102 on SP236318
20 TOPAZ STREET
COOROY
FEBRUARY 2013
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Callaghan & Toth
Civil, Environmental &
Hydraulic Engineers
A.B.N.45140292324
8/41 Sunshine Beach Rd
Noosa Junction Q 4567
Telephone (07)54749081
Facsimile (07)54749041
Job No: 1303
www.callaghanandtoth.com.au
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Callaghan & Toth
DOCUMENT HISTORY
Document Reference: No: 1303 IWMP.doc
Project Manager: Richard Foster
Author: Lex Toth NPER3 (ENV)(CIVIL)RPEQ 6069 CPESC
Reviewer: Jane Davissen BE (ENV)
Client: Noosa Care Inc
Contact Person: Richard Foster (0754483186)
DISTRIBUTION LIST
POSITION ON
NAME ORGANIZATION MANAGEMENT TEAM REVISION REVISION REVISION
0 1 2
Noosa Care Inc Client 1
Lex Toth Callaghan & Toth Author 1
Richard Foster Foster Designs Project Manager 1
Sunshine Coast Assessment Officer
Regional Council
REVISION LIST
REVISION DATE DISTRIBUTED ISSUED BY CHECKED BY
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
2013
2
1303, Kabara Hostel, Cooroy IWMP.doc January 2013
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Callaghan & Toth
CONTENTS
1. SUMMARY............................................................................................................................5
2. INTRODUCTION ..................................................................................................................5
3. DESCRIPTION.......................................................................................................................6
3.1Proposed Works ...............................................................................................................6
4. WATER QUALITY MANAGEMENT PLAN ....................................................................11
4.1 Proposed On-Site Stormwater Treatment Process 11
.........................................................
4.2 MUSIC Model...... ..........................................................................................................
11
4.2.1 Source Nodes ..........................................................................................................
11
4.2.2 Treatment Nodes.....................................................................................................12
4.2.3 Rainfall Data...........................................................................................................12
4.3 MUSIC Modelling Results.............................................................................................12
4.3.1 Water Quality Objectives........................................................................................13
4.3.2 Assessment of Results. ............................................................................................
13
5 WA TER CYCLE MANAGEMENT PLAN .........................................................................16
6 FLOODING ASSESMENT REPORT .................................................................................16
6.1 Existing Conditions 16
........................................................................................................
6.2 Proposed Drainage System.............................................................................................16
7 CONCLUSIONS & RECOMMENDATIONS .....................................................................17
APPENDIX 1 -
Preliminary Stormwater Quality Management Plan ....................................
A
APPENDIX 2 -
MUSIC Results ............................................................................................
B
APPENDIX 3 -
Site Photos.................................................................................................... C
APPENDIX 4 -
Detention Basin Results ...............................................................................
D
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1303, Kabara Hostel, Cooroy IWMP.doc January 2013
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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 (Oct2008)Alternative Water Sources.
5. Water by Design, MUSIC Modelling Guidelines for South East Queensland -
Version 1
(December2010)
6. 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.
7.. Deemed to Comply Solutions -
Stormwater Quality Management (South East
Queensland)
LIST OF FIGURES
Figure 1.1 Site Location Plan................................. .................. ......... ...
7
Plan No. 1227-01 Stormwater Quality Catchment Layout.... ... ... ... ... ... ... ... ... ... ... ...
8
Plan No. 1227-02 Stormwater Quality Treatment Devices........................... ... ......
9
Plan No. 1227-03 Bioretention Details... ...... ........... ... ... ...........................
.........10
Figure 4.1 MUSIC Model for the Proposed Development... ...... ...... ............
14
Figure 4.2 Typical Rainwater Tank... ...... ......... ......... ............ ...... .............
15
LIST OF TABLES
Table 4.1 MUSIC Catchment Areas... ...... ...... ..................... ...... ......... ’"
.11
Table 4.2 Comparison of Load Reductions...... ......... ...... ............... .........
.13
Table 6.1 Detention Storage... ............ ............. ... ... ... ... ... ............ ...... ...
.17
4
1303,Kabara Hostel, Cooroy IWMP.doc January 20 13
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Callaghan & Toth
1. SUMMARY
The key points of this investigation are as follows:
1. Roof water runoff is to be recycled to provide Potable water to toilets and hose cocks.
2. Runoff from new access roads, car parks and landscaped areas around the buildings is
to be cleaned of nutrients and gross pollutants via a Bioretention Basins and then
released to existing sheet flow within the site.
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.
2. INTRODUCTION
This report was written as part of an MCU application for Sunshine Coast Regional Council, 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 102 on SP236318 located at 20 Topaz Street, Cooroy
(Refer Site Location Plan Figure 1.1).
The Integrated Water Management Plan undertaken in this project considers the hostel with
associated new access road and new carpark. There is a total new roof area to rainwater tank
of 3574m2, access roads and car parks to Bioretention of (958m2).
In order to receive planning approval from Sunshine Coast Regional Council, this site must
demonstrate that it complies with the Integrated Water Management Guidelines and that the
storm water runoff will not change the surrounding hydrology.
Bioretention basin and below ground roof water tank units 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 proposed stormwater treatment train of a Bioretention basin and below ground roof water
tanks will achieve the water quality objectives.
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.
The rainwater tanks have been sized in accordance with Water by Design Music Guidelines
Version 1, December 2010 for landscaping and the Queensland Development Code MP4.3 for
toilet use.
5
1303, Kabara Hostel, Cooroy IWMP.doc January 2013
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Callaghan & Toth
3. DESCRIPTION
The site is bounded by Topaz Street to the north, Kauri Street road reserve (unformed road) to
the west, Coorey Mountain Road to the east and vegetated property to the South. The site is a
retirement village with 71 beds.
This site is subject to the ponding of floodwaters. The flood search indicates that the Q1 00 year
ARI flood levels of flooding do not impact on the habitable floor levels of the buildings or carpark
areas.
3.1 Proposed Works
It is proposed to renovate the buildings and site as follows:
Proposed new replacement buildings -
an extra 23 beds
Construct a new formal carpark and access driveway
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 1303-01 shows the catchments identified onsite. Plan 1303-02 shows the treatment device
locations. Plan 1303-03 shows details of treatment devices.
6
1303, Kabara Hostel, Cooroy IWMP.doc January 2013
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Callaghan & Toth PROPOSED KABARA HOSTEL, COOROY SITE LOCATION PLAN
Civil, Environmental &
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Hydraulic Engineers
20 TOPAZ STREET,
8/41 Sonshine Beach Rood
P.O. Box 2305 COOROY
NOOSA HEADS 4567
Ph: 54749081 Fox: 54749041 Figure 1.1
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PROPOSED KABARA HOSTEl
20 TOPAZ STREET
COOROY
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SUNSHINE COAST REGIONAL
COUNCil
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INTEGRATED WATER MANAGEMENT
CATCHMENT PlAN
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COUNCIL
title
INTEGRATED WATER MANAGEMENT
WATER QUAU1Y LAYOUT PlAN
LOT 102 on SP236318
Parish of TEWANTIN
County of MARCH
SUNSHINE COAST COUNCIL
Locality of COOROY
SCALE
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Page 11
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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.
1303-01. The proposed treatment train for the development site is illustrated on Plan No. 1303-
02 and listed below:
1. The Bioretention Basin will treat the stormwater runoff from the access roads, car parks,
verge and rainwater tank overflow. The treated runoff will then be directed to a vegetated
area within the property. The bio-retention component will remove the nutrients, heavy
metals, and retard flow.
The Bioretention Basin will be unlined and also act as a Detention basin.
2. Rainwater Tanks will be required to collect water from the new roofs. The tanks are to be
underground and are to have potable top-up when 90% empty with an overflow pipe
discharging to the bioretention basins. The tank capacity is to be adequate for the supply of
washing machine cold water, toilets, and landscaping.
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 level 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.
TABLE 4.1 MUSIC CATCHMENT AREAS (DEVELOPED)
Catchment Land Use Music Impervious Area (ha)
Habitable Roof Area Commercial 100% 0.3574
(CatchmentA)
Car Park to Bio-retention Commercial 90% 0.0387
(Catchment B1)
Car Park to Bio-retention Commercial 90% 0.0571
(Catchment B2)
TOTAL O.4532ha
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1303, Kabara Hostel, Cooroy IWMP.doc January 2013
Page 12
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Callaghan & Toth
4.2.2 Treatment Nodes
The "MUSIC Modelling Guidelines for South East Queensland" Version 1 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.
Rainwater Tanks have been provided for the roof catchment as shown on Plan No 1303-02.
The Reuse allowed is for:
1. A daily re-use of 40L/person/day toilet + laundry (23Tx1px40 = 920 L/day)
2. 1500L/day ([1 030m2xO.53m = 546 KL/yr] + 364 1,500 L/day) for landscaping as per
=
the "Water by Design -
Music Modelling Guidelines". Two (2)tanks are provided with a
total of 46,000 litres on site. The overflow from the rainwater tanks flows to the bio-
retention basin that drains to the southern vegetated area within the site.
Bio retention Swale is adjacent the carpark in catchment B2 and will treat runoff from this
catchment and rainwater tank overflows. The bioretention swale is 1 m wide at the base, 2.6m
wide overall and 30m long. It has a 1 % grade flowing into the Bioretention Basin. The size of
this system has been designed in accordance with Plan 1303-03.
Bioretention Basin has been placed close to the edge of car parks to treat runoff from
Catchments B1, B2 and rainwater tank overflows. One (1)bio-retention basin has been used,
with an area of 36m2. It has a filter layer depth of 0.3m and an extended detention depth of
0.6m. The size and depth of the system has been designed in accordance with Plan 1303-03.
The bio-retention basin drains to vegetated area within the site.
4.2.3 Rainfall Data
The meteorological data used for the MUSIC Model was the data for Cooroy from 01/01/92-
31/12/01.
The mean Annual Rainfall for Cooroy 92 -
02 = 1585mm
The MUSIC Modelling Guidelines for South East Queensland -
Version 1 December 2010
details that Cooroy data for 1973 to 1983 should be used. This data has an annual average
Rainfall of 1600mm. It is considered that the 10 year period from 1992 2002 has a relatively
-
close mean annual Rainfall to the recommended 10 year period and as such is acceptable to
use in this case.
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 5 is 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.
12
1303, Kabara Hostel, Cooroy IWMP.doc January 2013
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Callaghan & Toth
4.3.1 Water Quality Objectives
This model meets the pollution load reduction target as detailed in Water by Design Deemed to
Comply Solutions Storm water Quality Management (South East Queensland) version 1.0-
-
Table A-2. The following have been included in Appendix 2.
. The treatment train effectiveness for the system.
. The MUSIC Version 5 Summary Report.
The information above indicates that the additions to the Karbara Centre and 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
REDUCTION LOAD
RESULT REDUCTION
TARGETS
Flow 32.8%
Total Suspended Solids 86% 80%
Total Phosphorous 60.8% 60%
Total Nitrogen 65.9% 45%
Gross Pollutants 100%
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’s 1303-02 shows
the proposed locations of the rainwater tank, bio-retention swale and bio-retention basin. The
reductions listed in Section 4.3.1 above comply with Council’s requirements. Therefore, it is
considered that the proposed stormwater treatment system is currently sufficient to reduce the
pollutants prior to exiting the site.
13
1303, Kabara Hostel, Cooroy IWMP.doc January 2013
Page 14
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.r
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Receivina Node
eT,e
project
Callaghan & Toth PROPOSED KABARA HOSTEL MUSIC MODEL FOR THE
Civil, Environmental & location
PROPOSED DEVELOPMENT
Hydraulic Engineers 20 TOPAZ STREET
’<=-
~
I
8/41 Sunshine Beach Rood
PO BOX 2.J05
NOOSA HEADS 4567
Ph: 54749081 Fax: 54749041
www.callaghanandtoth.com.au
COO ROY
Scole: NTS DATE: FEBRUARY 2013
Figure 4.1
14
Page 15
FLUSH DIVERSION
/flRST SYSTEt.A TO GARDEN BEDS
ROOFWATER OOWNPIPE
/’
SCREENED OVERFLOW PIPE
TO BIORETENTION BASIN
.
.
.
.’
20r. VALVE SHUT OFF LEVEL
SUPPLY OFF TAKE
TO TOILET
FLUSHING COLD lOr. FLOAT SWITCH,tVALVE ACTIVATION LEVEL
WATER WASHING
MACHINE AND
LANDSCAPING
rtpICAL RAINWATER TANK WITH WATER AlJIOMA C BACKUP S’tSJEM
project
Callaghan & Toth PROPOSED KABARA HOSTEL TYPICAL RAINWATER TANK
Civil, Environmental & Iocotion
Hydraulic Engineers 20 TOPAZ STREET
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8/41 Sunshine Beach Rood
PO BOX 2J05
NOOSA HEADS 4567
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www.ca1loghon<lndtoth.com.ou
COOROY
Scale: NTS DATE: FEBRUARY 2013
Figure 4.2
15
Page 16
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Callaghan & Toth
5 WATER CYCLE MANAGEMENT PLAN
This development has been designed to ’Complying Solutions’ for Water Cycle
Management.
To this end, 100% of the new roof area of 3,570m2 on the site will be connected to two
rainwater tanks. The tanks will have a capacity of 46,000 litres (two x 23,000 litre tanks)
which is in excess of the complying solutions requirement.
The rainwater tanks will supply water to cold water washing machine supply, toilet
flushing and hose cocks adjacent the building for hand watering of landscaping.
For landscaping the Water by Design Guidelines specify ([1030m2xO.53m = 546 KUyr] +
364 =
1,500 L/day) for the new landscaped areas to be irrigated on site.
The tanks sizing can be 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
1500Upedestal (toilet) @ 23 toilets =
34,500L
10 Day Demand Check
Landscape Area =
(1,030m2xO.53m)+ 364 x 10 days demand =
15,000L for irrigation.
Total Storage for 10 day Supply = 34,500 + 15,000 =
49,500L
It is therefore recommended that a minimum of 46,000 litres of rainwater storage for
toilet flushing, cold water washing machine and irrigation be provided on site.
6 FLOODING ASSESMENT REPORT
6.1 Existing Conditions
This site is subject to ponding of floodwaters from the adjacent channels and the Q1 00
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 carpark surface level is proposed to be drained to an underground drainage system
capable of taking a Q2 flow. The overflow will discharge to the existing car park and
surrounding vegetated Bio-Swale.
The habitable minimum floor level for the proposed centre is to be set at RL 107.20. The
minimum carpark level is RL 106.30, which is not affected by the Q100 flood level. The
applicant’s supplied flood certificate and gives a minimum Q1 00 flood level of RL105.23
AHD and a minimum floor level of RL106.7 AHD.
16
1303, Kabara Hostel, Cooroy IWMP.doc January 2013
Page 17
~
Callaghan & Toth
The Bioretention basin has been modelled to act as a detention basin. The basin size
and weir size is sufficient to reduce the increase in runoff from the additional roof area of
768m2 (3574-2806)and additional hard stand area of 957m2 for a Q10 storm and Q100
storm back to predevelopment levels as summarised in Table 6.1 and Appendix D.
TABLE 6.1: DETENTION STORAGE
CATCHMENT PRE- PRE- POST POST
DEVELOPMENT DEVELOPMENT DEVELOPMENT DEVELOPMENT
Q10 Q100 Q10 Q100
Old Roof + New Roof 0.205 m;5/s 0.308 m;5/s 0.195 m;5/s 0.299 m;5/s
+ Grass/Carpark
7 CONCLUSIONS & RECOMMENDATIONS
The proposed development area can be treated by a treatment train consisting of
rainwater reuse tanks, bio-retention swale and bio-retention basin, which are capable of
removing the nutrients and heavy metals.
The car parking and new building can be built to flood free levels in accordance with
Council’s requirements.
The rainwater tank and bioretention areas 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.
17
1303, Kabara Hostel, Cooroy IWMP.doc January 2013
Page 18
I’
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Callaghan & Toth
APPENDIX 1 Preliminary Stormwater Quality
Management Plan
A
1303,Kabara Hostel, Cooroy IWMP.doc January 2013
Page 19
APPENDIX 1: PRELIMINARY STORMWATER QUALITY MANAGEMENT
PLAN
GROSS POLLUTANT TRAPS I SEDIMENT & OIL ARRESTOR
ISSUES PROCEDURES
Design Phase
Objective Ensure that the GPT’s I Sediment & Oil Arrestors are generally sized to suit final
catchment size on Works Plans.
Actions The Consulting Engineer is to ensure that the GPT’s/Sediment & Oil Arrestors are
located in a suitable area, sized according to guidelines, have correct mesh size
and a high flow bypass specified with the appropriate erosion overflow protection.
Monitoring The Consulting Engineer is to review the Works Plan prior to issuing For
Construction Plans.
Reporting Works Plans are to be provided to consultants, developer and contractor.
Stormwater Quality Management Plan including maintenance details of proposed
GPT is to be submitted with works plans and provided to the building owner or
Manager.
Incidents The GPT’s/Sed Traps are not approved according to submitted plans.
Corrective Actions The Consultant will redesign the GPT/sediment & oil arrestors to address any
concerns of developer and contractors.
Major changes will require further Stormwater Quality Management Modelling.
Construction Phase
Objective GPT’s/Sediment & Oil Arrestors are installed correctly to allow treatment of
stormwater runoff prior to exiting into adjacent conservation land.
Actions The Contractor will install the GPT’s/Sediment & Oil Arrestors in accordance with
the Works drawings and manufacturers specifications.
Monitoring The Contractor will carry out weekly inspections of the GPT’s/Sed Traps (Including
during the defects liability period). The following will be examined at each
inspection:
. Gross pollution build up
. Oil build up
. Sediment build up
. Erosion at the inlet & outlet
Reporting Records are to be logged and kept for verification of compliance on a need basis
Incidents . Gross pollutants clog intake.
. Gross pollutants fill storage area to the maximum depth recommended by
the manufacturer.
. Sediment builds up.
. Oil builds up
Page 20
Corrective Action When the sediment, oil or gross pollutants builds up to the depth specified in the
maintenance manual, the build up will be removed by emptying the storage area
into a truck or pumping out by a vacuum truck or equivalent and taken to a Council
approved disposal facility.
"
Operational Phase -
Objective Ensure that stormwater is adequately treated and gross pollutants are removed
prior to entry into bioretention systems.
Actions The Owner is to include the GPT’s/Sediment & Oil Arrestors into their maintenance
program which is to be carried out by Maintenance Staff, Vacuum Cleaners or
equivalent licensed contractor.
Monitoring Maintenance staff will carry out six monthly inspections of the GPT’s/Sediment &
Oil Arrestors. The following will be examined at each inspection:
. Gross Pollution build up
. Sediment build up
. Oil build up
Reporting Records are to be logged and kept for verification of compliance on a need basis.
Incidents . Gross pollutants clog the inlet
. Gross pollutants build up
. Sediment builds up.
Corrective Action When the sediment, oil or gross pollutants builds up to the depth specified in the
maintenance manual, the build up will be removed by emptying into a truck or
pumping out by vacuum truck or equivalent and taken to a Council approved
disposal facility.
Page 21
BIORETENTION BASINS & SWALES
ISSUES PROCEDURES
Design Phase
Objective To design low maintenance effective stormwater treatment devices to achieve a
no-worsening result over the existing pre-development situation in the creeks
adjacent the site.
Actions Consulting Engineer to design Bioretention systems in accordance with:
)- Bioretention Systems requirements as outlined in the "Water by Design -
Bioretention Technical Guide/ines"Version 1 October 2012 prepared by
Healthy Waterways
)- Calculations as per Music modelling Guidelines for South- East
Queensland Version1 December 2010.
Consulting Engineer is to ensure that the Bioretention systems are:
)- located in a suitable area,
)- sized according to guidelines,
)- provided with the appropriate construction materials, subsoil drainage
and outlet pipe, and
)- incorporated into a stormwater treatment system also including gross
pollutant traps, sediment traps etc.
Monitoring Consulting Engineer to ensure that works drawings reflect requirements of this
Integrated Water Management Report.
Reporting Consulting Engineer to provide Integrated Water Management Report with Works
documents.
Design Engineer to provide Works drawings to Developer in accordance with
requirements.
Incidents The Bioretention systems are not approved according to submitted plans.
Corrective Actions The Consultant will amend the design or placement of the Bioretention Systems
to reflect Developer requirements and design guidelines.
Major changes will require amendment to MUSIC model to assess whether
changes have affected treatment train effectiveness.
Amend treatment train characteristics to ensure that water quality objectives are
achieved.
Page 22
Construction Phase
~
Objective The Contractor will install the Bioretention System in accordance with the Works
drawings.
Actions Bioretention systems to be constructed at the end of civil works for the
development.
Bioretention systems used for sediment basins during civil works construction
shall have sediments removed prior to layout of bioretention zone.
Construct Bioretention systems in accordance with steps as detailed in "Water by
Design Construction and Establishment Guidelines: Swales, Bioretention
-
Systems and Wetlands" Version 1 dated February 2009.
Contractor to conduct regular watering of all planted bioretention systems until
such time as plants are established.
Contractor to ensure bioretention systems are protected from sediment laden
stormwater runoff during construction period or only install once upstream
catchment is stabilised.
Monitoring The Contractor will carry out weekly inspections of the Bioretention system
(Including three monthly during the defects liability period). The following will be
examined at each inspection:
)> Sediment build up on the surface
)> Health of vegetation
)> Pondage during major storms not infiltrating into the sand
)> Erosion at the outlet
)> Pondage during minor storms
Reporting Contractor to maintain a log of inspections, watering and other actions.
Records are to be logged and kept for verification of compliance on a need basis.
Bio-retention designer I Engineer shall perform inspections during construction
stage and fill out Water by Design forms for compliance.
Incidents )> Bioretention systems not installed correctly
)> Sediment builds up on the surface of systems.
)> The vegetation dies off.
)> Pondage of water is in excess of one hour.
)> Erosion occurs.
)> Pondage of water occurs at every minor rainfall event.
)> Weed growth occurs.
Corrective Action Contractor to amend installation to ensure it complies with Works drawings.
The Contractor will check up stream sediment control and fix failures. The
sediment build up will be shovelled off the non-woven geotextile of the
Bioretention systems. The geotextile will be replaced at the beginning of the
defects liability period
Unsuccessful plantings will be replaced as required. A normal allowance of 10%
should be made for unsuccessful plantings. Ensure watering rates are adequate
and increase if necessary.
Replace geotextile where used, check and if necessary replace sand media with
coarser sand. Check that slottedpipe is not blocked and outlet free draining.
Replace and repair where necessary.
Page 23
Erosion should be repaired and investigate measures to reduce erosion e.g.
install rock spalls upstream of the erosion so as to dissipate the flow across a
broad area.
Dominating weeds should be removed by hand and taken to the Council’s Refuse
Centre.
Operational Phase
Objective The Owner is to include the Bioretention systems into their maintenance
program.
Actions Inspect Bioretention systems every six months to determine maintenance
requirements.
Undertake general maintenance such as:
Remove accumulated litter I debris
Remove accumulated sediments
Remove weeds and dead plants
Replace plants where necessary
Water plants if necessary
Control erosion and sediment loss upstream or within system where
necessary.
Routine clean outs of Bioretention Systems should be planned on a ten-yearly
basis.
Monitoring The Owners Landscape Gardener will carry out six monthly inspections of the
Bioretention Systems. The following will be examined at each inspection:
Sediment build up on the surface under the river stones
Health of vegetation
Pondage during major storms not infiltrating into the sand
Erosion at the outlet
Pondage during minor storms
Reporting Inspection Records are to be logged and kept for verification of compliance on a
need basis.
Records of any maintenance are to be logged and kept on site.
Records of environmental incidents and corrective actions should be kept on site
and Owner notified of any problems.
Incidents Sediment builds up on the surface.
The vegetation dies off.
Pondage of water is in excess of one hour.
Excessive erosion occurs within the system.
Pond age of water occurs at every minor rainfall event.
Weed growth occurs.
Corrective Action The Owners Landscape Gardener will check up stream sediment control and fix
failures. The sediment build up will be removed without damage to existing
vegetation.
Unsuccessful plantings will be placed as required. A normal allowance of 10%
should be made for unsuccessful plantings.
Page 24
Ensure watering rates are adequate and investigate plants with higher drought tolerances if significant numbers of plants die during dry periods. Replace geotextile, check and if necessary replace sand media with coarser sand. Check that slotted pipe is not blocked and outlet free draining. Replace and repair where necessary. Erosion should be repaired and investigate ways to reduce erosion occurrence e.g. place rock spalls upstream of the erosion so as to dissipate the flow across a broad area. Dominating weeds should be removed by hand and taken to the Council’s Refuse Centre.
Page 25
RAINWATER TANKS
ISSUES PROCEDURES
,
Design Phase
Objective Ensure that rainwater tanks have sufficient water capacity to supply potable
needs.
Ensure that stormwater storage tanks have sufficient water capacity to supply
non-potable needs.
Actions The Consulting Engineer is to ensure that:
. Tanks are sized in accordance with this Integrated Water Management
Plan.
.
Appropriate first flush diversion systems are installed on tanks
. Rainwater tanks are installed with stainless steel mesh guards on any
inlet and exit points
. Tank overflows are to a stabilised point to prevent erosion
. Tanks are fitted with an appropriate top up system, to allow
supplementary potable water supply once tanks reach 10% capacity.
There should be a suitable ’air-gap’ provided between the top water
supply level in the tank and the supplementary supply to prevent
backflow.
Monitoring Developer is to review the Works Plans and Building Plans.
Reporting Works Plans and Building Plans are to be provided to consultants, developer
and contractor.
Incidents The Rainwater Tanks are not approved according to submitted plans.
Corrective Actions The Consultant will redesign the Rainwater Tank system to address any
concerns.
Major changes will require further Stormwater Quality Management Modelling.
- .
"
Construction Phase ’.
Objective The Contractor will install the Rainwater Tank system to ensure non potable
supply.
Actions Builder to install tanks as part of construction and connect to the roof or
stormwater drainage system when the building and access roads / carparks
are complete.
. Builder to install tanks in accordance with manufacturer’s
specifications.
. Plumber to connect tank in accordance with applicable
Plumbing/Building Codes.
. Plumber to connect tank overflow to the Bioretention system or to a
location that that will not cause excessive erosion.
Monitoring Council to review Plumbing application for tank installation from a certified
Page 26
plumber.
Builder to review Plumbing application to ensure with requirements of this
IWMP.
Builder to assess that rainwater I storm water tank systems are correctly
installed as per requirements.
Reporting Plumbing approval to be logged and kept for verification of compliance on a
need basis
Incidents Approval is not granted for plumbing application.
Rainwater IStormwater tanks are not installed correctly.
Overflows are not installed correctly.
Float switch alarm is not installed correctly.
Corrective Action Builder I plumber to review application and change to address issues raised.
Builder I plumber to re-install parts of rainwater I stormwater tank system that
are faulty and ensure they are installed as per manufacturer’s specifications
and requirements of this IWMP.
Operational Phase
Objective Ensure that rainwater I stormwater tank system is operating effectively and
providing non-potable water supply to the centre.
Ensure that rainwater I stormwater tank system is not providing a breeding
habitat for mosquitos.
Actions Owner to maintain rainwater I stormwater tank systems as follows and conduct
six monthly inspections:
. Check gutters for leaf litter
. Check stainless steel mesh guards are in place
. Check first flush system is functioning
. Check overflow is not causing any scour
. Check float switch is functioning
Owner to also conduct periodic assessments (approx 5 to 10 years) to
determine whether sediments deposits require removal from within the tank.
Monitoring Owner to monitor rainwater tank systems as detailed above.
Reporting Records are to be logged and kept for verification of compliance on a need
basis.
Incidents . Rainwater tanks has been removed or disconnected
. Rainwater tank system is faulty e.g. roof, guttering, first flush system or
tank is damaged.
. Overflow has been disconnected from absorption trench
. Overflow is causing scour.
. Rainwater tank capacity is insufficient for demand.
Corrective Action Owner will be required to :
. Reinstall or connect rainwater tank
. Maintain rainwater tank system
Page 27
. Reconnect overflow to absorption pit (if exist on lot)
. Stabilise overflow discharge area or move to more appropriate
location.
Owner to investigate providing extra roof area for rainwater collection to allow
installation of extra rainwater tanks.
Page 28
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Callaghan & Toth
APPENDIX 2 MUSIC Results
B
1303, Kabara Hostel, Cooroy IWMP.doc January 2013
Page 29
Receiving Node 15/02/2013 4:16:57 PM
Treatment Train Effectiveness
Flow (ML/yr) Peak Flow (m3/yr) TSS (kg/yr) TP (kg/yr) TN (kg/yr) Gross Pollutants (kg/y
Sources 5.73 0.158 600 1. 61 18.2 135
Residual Load ’.85 0.209 8. 3 .
0.629 6.20 0.00
" Reduction 15.’ -32.8 86.0 60.8 65.9 100.0
Page 30
..._......
Loat catchment A (RoofArea) Catchment B2 -
COIrplrU & aaen road Cltchment Bl-urparts & access road
10 1
Node Type Urban5ourceNode UrbOInSourceNode UrbOInSourceNode
Total Aru (ha) 0.057 0.039
Arealmpervious(h,i) 0.3S7 O.05136795S 0.035146496
Are.. Petvlow (ha) o 0.00563204S 0.003853504
FII!!Id~pachy(mm) ’" ’" eo
Pervious NeJ I/lfihnlion Capacity coefficient.iI ’" 243 243
~rArea Infiltr.ltlon Capacity exponent. b 0.’ 0.’ 0.’
Impervious Area Ibmf.R Th(f!shold (mm/davl 1 1
perviow Area Soil 5tOflll’f: Ca~(:ity (rnm) 18 18 18
Pervious Area Soillnttiat Storale ’"of Capacity) 10 10 10
Groundwater Inll’" Depth fmm) 50 50 50
Groundwater 0<11,., RKharae Rale (")
Groundwater Dally 8ue !bIt:"" 31 31 31
Groundwater Daily ~pSee~Be bit ’’’I o
5torm Toul SuspeI’Kied Sofids MeJn 1101 m&/Ll 1.’ 2.43 2.43
Stormflow Total Suspended SOlids StandJrd ~tlon 110& maIL) 0.38 0.38 0.38
Slorm Total Suspen Solids Esllmilllon Method Stocnaulc Stochastic Stochastic
Slormflow TotOlI Suspended Solids Se t Correluion o o
Stormflow Total Phosphorus Mean 110& mall) .(I." -0.’ .(I.’
5tormnow Total Phmphotu$ SCOlndard Deviation (lot!: m&llJ 0.34 0.34 0.34
Slormnow Toul Phi:Kphorus EstNtJon Method Stochaulc Stochastic StocNUic
Stormflow Total Phosphorus Serial Correlation o o
Stormflow Total NitUl8en Mun (lot maIL) 0.37 0.37 0.37
SCormflow Total Nitrogen Standilrd DevIation (1Gs m l 0.34 0.34 0.34
Stormf\ow Tot..1 Nitrosen Estimation Method Stochastic Stochastic Stochastic
Stormflow TOIII Nitrogen Serbl Correlation o o
BoIseflow Toul Suspended Solids Mean (lot m&Ill 0.78 0.78
BoIseflow Toul Suspended Solids Suncbrd ~tion lies m&/ll 0.39 0.39
Bueflow Total SuspendedSofds EslirNtion Method Stochaulc Stochastic Stochastic
BaseflowToul Su5.pended Solids Serial Correlation o o
bseflow Toul Phosphorus Mean (lot m -0.’ -0.’
bseflow Toul PhcsphofUS Standard Deviation (log mg/l! 0.’ 0.’
bseflow Total PhcKphorus EstlmnJon Method Stochastic. StOCNStic Stochastic
bseflowTotalPhosphorusSerialCotrelatlon o o
bseflow Total Nitroeen Mean (!omill) 0.32 0.32
bSeflow Total Nitrosen Standard Deviation (!omill) 0.’ 0.’
bseflow Total NltrOlen estimation Method StocNlstlc Stochastic Stochastic
BaseflowTotalNitrtllenSerlalCorr~atJon o o
OVT.Mean Annual flow (ML/yr) 4.56 0.... 0.476
OVT.TSSMean~fLcMd(k&/vr) 131 ". 186
OVT TP Mean ~fLoad (k&!vr!
-
0.811 0.472 0.327
OVT . TN Mean ualload tk&!rrJ ". 2.23 1.53
OUT.Gross Pollutant Mean Annual Load tk&!yr) 107 16.3 11.2
Rain In (MLlrr) 4.97759 0.794742 0.543771
fTlon{MlIyr) 0.41.9796 0.098526 0.0674128
Deep SeepaaeLos.s(MLlrr) o o
BaseflowOut (MlIYr)
Im Stormflow Out (Ml/vr)
. 4.5578 0.6549044 O.<<8U
PeN.Stormflow Oul (Ml/rr) 0.04124S3 0.0282205
Total Stormflow Out (MlIyr) 4.S578 0.69619 0.476341
Total Outflow (Ml/rrl 4.SS78 0.69619 0.476341
CNl’lle in Soil StOfase (Ml/yr) o 2.61E-05 1.1ge-DS
TSSBaseflowOul(MLlyr) o
TSS Total Stormflow Out IMI../’I’r) 131.345 276.213 186.103
TSS Total Outflow IMl/YrJ 131.34S 276.213 186.103
TP Baseflow Out (Ml/rrl
TP Total Stormflow Out (Ml/yr) 0.810961 0.472055 0.327097
TP Total Outflow (Ml/yr) 0.810961 0.472055 0.327097
TN Baseflow Out (Ml/rrl
TN Total Stormflow Oul (M1/.,..) 14.5894 2.22546 I.S3305
TN Total Outflow (Ml/yr) 14.5894 2.22546 1.5330S
GP Total Outflow IMl/yr) 107.351 16.3433 11.1822
No Imported Data SOun:e nos
USTM treatment nodes
Location 2 II 2lOOO litre RWT BIoretent Basln Swale BioretentlonSwale-Road
10 , .
NodelVpe RaInWaterTankNode 8ioRetentionNodeV4 SwaleNodt BioRetentionNodeV4
lo-fIowbypaurilte(cum/sec) o o 0.002 0.002
Hi-flow bypass ~te (cum/see) 1110 1110 1110
Inlet pond volume o
Arulsqrn) 19.2 49.3 28
Extended detention depth 1m) 0.01 0.’ 0.2
Pennanent Pool Volume (cubic metres) 46
Proportlonve,etated o
Equ alent Pipe Oi<lmeter Imm) 300
Overflow weir width 1m) 10 2.’
Notional DetentlonTltne Ihrs) 2.S4f-03
OrifICe OIseN’le Coefficient 0.’
Well’Coeff nt 1.7 1.7 1.7
Number of CSTR Celli 10 ,
Total Suspended Solid$. k Im/yr) 400 80lIO 80lIO 80lIO
TcQl Suspended Solids. C.(mg/lJ 12 20 20
TOI I Suspended Solids -
C"(maIll 12 "
Total Phosphofus -
k (m/yr) 300 6000 6000 6000
Tout Phospnorus-C.(ml/l.) 0.23 0.13 0.13 0.13
Total Phosphorus.C.,(mc/l) 0.13 0.13
fobl Nitrosen. k Im/rr) 40 500 500
Total Nitroen .colm&lll 1.’ L4 1.4
Page 31
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Page 32
TP low Flow 8ypu Out Ikr/vrl
0.-402496 0.419672
TP H h Flow 8ypass Out lkalvrl
o o
TP OaI Filter Out Ik&lyr) 0.565289 0..).45-478 0.309173 0.058.).454
TPWelrOutlka,lyr) 0.0764Ol6 0.293162 0.123852 0.......
TP Transfer Function Out Ik&lvrl
TPReuse5upplledlkg/yr} 0.10.92.
TP Reuse Requentd lkaly" 0
TP"Reuse Demand Met
TP"~Rtduction 20.8na 45.04504 11.7719 14.9111
TN Flow In Ik&!vr) 14.S8!M 13.2064 12.4576 14.013
TN ETLou Ik&!vr) 0
TN InfiltntlonLoss (kg/yr) 0 o
TN low Flow 8ypssOut 1k&!Yr)
4.8189 5.00436
TN HlCh Flow 8ypss Out lkalvr)
o
TN OrifIce I filter Out (k&!vr) 10.5564 2.14808 535S08 0.514612
TN Weir Out IkcJvrl 1.23113 4.1373 1.50279 6.94567
TN Tnnsfer Function Out lkalvr) 0
TN Reuse Supplied lk&lvrJ 1.93022
TN Reuse Requested lk&fyrJ
TN"Reuse Demand Met
TN "load Reduction 19.2048 52.4066 6.2678 11,0.91
GPflow In Ik&lvrJ 107.35 19.8661 9.79067 16.3-43
GP [TLou Ik&lvr)
o o
GPlnrlltntionLoulk&lvrJ o
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8.68362 9.79067
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GPTransfer Function Out Ika/yr)
GP Reuse Suppld lka/yr)
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GP"Reuse Demand Met
GP"LoadReduction
100 11.3072 40.0924
No Generic treatment nodes
OtMrnodes
Location Recelvil’l8Node
10
Node Type RecelvinaNode
IN.Me.n Annual Flow (MlIvrl ..85
IN.TSSMun Annual Load (kalvrl 82.5
IN.TP Mun Annual L~d Ik&/vfl 0.639
IN.TN Mean Annual LeNd lkalyr) 6.29
IN.Gross Pollutant Mean AnnuallCNd Ik&/vr) o
OUT.Mean Annual flow (ML/yr) o
OUT.ns Mean Annual Load Ik&/yrl
OUT.TP Mean Annual Load lka/vtl
OUT.TN Mean Annual Load (k&!vr)
OUT.GrO$$ PoIIuunt Mean Annual Load (katyr)
Un"
Loution OralnaBeUnk DralO4lleUnk DrainaleUnk DralNleUnk DrainalleUnk DralnaleUnk Dn1NleUnk
Source node 10 1 , 7 2 . 6
Ta’let node 10 8 8
Muskintum-ClMlleRoutWll Not Routed Not Routed Not Routed NoIRouted Not Routed Not Routed Not Rooted
MuskinlumK
Muskll’l8umtMta
IN.Mean Annual Flow (MI./vr) 4.56 4.8, 0.476 ’.8 0.696 ....
IN.T55 Mean Anl’lUal Load Ik&!yr) 131 82.5 186 93.5 276 2U 27S
IN.TP Mean Annual ~Ik&!yr) 0.811 0.639 0.327 0.642 0..72 0.836 0.948
IN.TN Mean Annual Load Ik&/vr) 14.6 6.29 15’ 11.8 2.23 11.7 12.5
IN.GrossPofJutantMeanAnol.qI~d{k&/yr) 107 1L2 16.3 8.68 g.,.
OUT.Me,n Annual Flow (Ml/Vrl ’.56 4.85 0..76 ’.8 0.696 .... ’.44
OUT.TS5 Mean Annual Load (k&lvr) 131 82.5 186 93.5 276 m 27S
OUT.TP Mean Annual Load (k8l’lrl 0.811 0.639 0.327 0.642 0..72 0.836 0....
OUT.TN Meiln Annual Lold Ik&lYr) 14.6 6.29 1.53 11.8 2.23 1L7 12.5
OUT.Gross Pollutant Mean Annual load tk&fyrl 107 11.2 ,., ~68 g.,.
Page 33
~
Callaghan & Toth
APPENDIX 3 Site Photos
Photo 1 -
New Access Entrance
Photo 2 - View Down to New Carpark Turnaround
C
1303, Kabara Hostel, Cooroy IWMP.doc January 2013
Page 34
~
Callaghan & Toth
APPENDIX 4 DETENTION BASIN RESULTS
D
1303, Kabara Hostel, Cooroy IWMP.doc January 2013
Page 35
PRE DEVELOPMENT Cooroy Aged ca noosa 10-Year Ouration=6 min, Inten=20B.9 mm/hr
Prepared by {enter your company name here} Printed 17/02/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC
TIme span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
Reach routing by Stor-Ind method -
Pond routing by Stor-Ind method
Subcatchment 2S: Grass carpark area Runoff Area=957.0 m2 0.00% Impervious Runoff Depth=12 mm
Tc=10.0 min C=0.70 Runoff=0.02336 m3/s 0.011 MI
Subcatchment 5S: Existing roof Runoff Area=2,806.0 m2 100.00% Impervious Runoff Depth=28 mm
Tc=6.0 min C=1.00 Runoff=0.16306 m3/s 0.079 MI
Subcatchment 6S: grass for new roof Runoff Area=768.0 m2 0.00% Impervious Runoff Depth=12 mm
Tc=10.0 min C=0.70 Runoff=0.01874 m3/s 0.009 MI
Reach 4R: (new Reach) Inflow=0.20516 m3/s 0.100 MI
Outflow=0.20516 m3/s 0.100 MI
Total Runoff Area = 0.4531 ha Runoff Volume = 0.100 MI Average Runoff Depth 22 mm=
38.07% Pervious = 0.1725 ha 61.93% Impervious 0.2806 ha
=
Page 36
PRE DEVELOPMENT Cooroy Aged c noosa 100-Year Ouration=6 min, Inten=301.0 mm/hr
Prepared by {enter your company name here} Printed 17/02/2013
[email protected] sIn 05328 @ 2011 HydroCAD Software Solutions LLC
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
Reach routing by Stor-Ind method -
Pond routing by Stor-Ind method
5ubcatchment 25: Grass carpark area Runoff Area=957.0 m2 0.00% Impervious Runoff Depth=20 mm
Tc=10.0 min C=0.84 Runoff=0.04039 m3/s 0.020 MI
Subcatchment 55: Existing roof Runoff Area=2,806.0 m2 100.00% Impervious Runoff Depth=41 mm
Tc=6.0 min C=1.00 Runoff=0.23494 m3/s 0.114 MI
5ubcatchment 65: grass for new roof Runoff Area=768.0 m2 0.00% Impervious Runoff Depth=20 mm
Tc=10.0 min C=0.84 Runoff=0.03241 m3/s 0.016 MI
Reach 4R: (new Reach) Inflow=0.30774 m3/s 0.149 MI
Outflow=0.30774 m3/s 0.149 MI
Total Runoff Area = 0.4531 ha Runoff Volume = 0.149 MI Average Runoff Depth 33 mm=
38.07% Pervious = 0.1725 ha 61.93% Impervious 0.2806 ha
=
Page 37
post delevopment Cooroy Aged care noosa 10-Year Duration=8 min, Inten=188.0 mmlhr
Prepared by {enter your company name here} Printed 18/02/2013
[email protected] sIn 05328 @ 2011 HydroCAD Software Solutions LLC
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fa"=1.0/1.7 xTc
Reach routing by Stor-Ind method -
Pond routing by Stor-Ind method
Subcatchment 2S: access+carpark Runoff Area=957.0 m2 0.00% Impervious Runoff Depth=28 mm
Tc=6.0 min C=0.90 Runoff=0.04498 m3/s 0.027 MI
Subcatchment 45: new roof Runoff Area=3,574.0 m2 100.00% Impervious Runoff Depth=32 mm
Tc=6.0 min C=1.00 Runoff=0.18664 m3/s 0.113 MI
Reach 4R: (new Reach) Inflow=0.19537 m3/s 0.126 MI
Outflow=0.19537 m3/s 0.126 MI
Pond 1P: 36sqm Peak Elev=106.198 m Storage=0.031 MI Inflow=0.23162 m3/s 0.140 MI
Outflow=0.19537 m3/s 0.126 MI
Total Runoff Area = 0.4531 ha Runoff Volume = 0.140 MI Average Runoff Depth 31 mm=
21.12% Pervious = 0.0957 ha 78.88% Impervious 0.3574 ha
=
Page 38
post delevopment Cooroy Aged care noosa 100-Year Durafion=8 min, Infen=271.6 mm/hr
Prepared by {enter your company name here} Printed 18/0212013
[email protected] sIn 05328 @ 2011 HydroCAD Software Solutions LLC
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
Reach routing by Stor-Ind method -
Pond routing by Stor-Ind method
5ubcatchment 25: access+carpark Runoff Area=957.0 m2 100.00% Impervious Runoff Depth=46 mm
Tc=6.0 min C=1.00 Runoff=0.07221 m3/s 0.044 MI
5ubcatchment 45: new roof Runoff Area=3,574.0 m2 100.00% Impervious Runoff Depth=46 mm
Tc=6.0 min C=1.00 Runoff=0.26967 m3/s 0.163 MI
Reach 4R: (new Reach) Inflow=0.29885 m3/s 0.193 MI
Outflow=0.29885 m3/s 0.193 MI
Pond 1 P: 36sqm Peak Elev=106.305 m Storage=0.047 MI Inflow=0.34188 m3/s 0.207 MI
Outflow=0.29885 m3/s 0.193 MI
Total Runoff Area = 0.4531 ha Runoff Volume = 0.207 MI Average Runoff Depth = 46 mm
0.00% Pervious = 0.0000 ha 100.00% Impervious = 0.4531 ha
Used in these records
REFERENCED DOCUMENT - MCU30/0030Related documentApplication case desk ↗
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