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Revised Stormwater Management Plan
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Log in to see the plans as drawnam COVEY ASSOCIATES PTY LTD Consulting Engineers STORMWATER MANAGEMENT PLAN HIGHWAY SERVICE CENTRE COOROY FOR HASS HOLDING ATF THE QUASAR TRUST DATE: OCTOBER 2016 PROJECT No: 161968 REPORT No: 100415 RPT ISSUE B Maroochydore | Gladstone | Rockhampton | Tamworth www.covey.com.au
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Page 2
STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
DOCUMENT ISSUE APPROVAL
Project No: 161968
Title: Stormwater Management Plan
Client: Hass Holdings ATF The Quasar Trust
Date: October 2016
Issue: B
Distribution: Hass Holdings ATF The Quasar Trust – One (1) copy
Noosa Shire Council – One (1) copy
Covey Associates Pty Ltd – One (1) copy
© Copyright Covey Associates Pty Ltd (2016).
This document is the property of Covey Associates Pty Ltd. This document and the information
contained in it are solely for the use of the authorised recipient and this document may not be
used, copies of reproduced in whole or part for any purpose other than that for which it was
supplied by Covey Associates Pty Ltd. Covey Associates Pty Ltd makes no representation,
undertakes no duty and accepts no responsibility to any third party who may use or rely upon this
document or the information contained in it.
COPYRIGHT NOTICE: Parts of this document contain material originally prepared by:
This material is the intellectual property and copyright of Covey Associates Pty Ltd.
Author: Jennifer Mullaney Reviewed: Jade Mohr
MA (Hons), PhD BEng (Civil)
Reviewed: Chris Walker Reviewed: Chris Camp
BEnvSc, BSc (Hons), PhD, CPESC BEng(Hons), RPEQ 4944
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
CONTENTS
1.0 INTRODUCTION 1
2.0 SITE DESCRIPTION 1
2.1 Site Location 1
2.2 Previous Land-use, Topography and Drainage 2
2.3 Proposed Land-use 2
3.0 WATER QUALITY AND TREATMENT OBJECTIVES 2
3.1 Water Quality Objectives 3
3.2 Area of Treatment 3
3.3 Non-treatment Areas 3
4.0 WATER QUALITY MODELLING ASSESSMENT/APPROACH 4
4.1 Scenario Methodology 4
4.2 MUSIC Model Parameters 5
4.3 Land Use/Source Node Areas. 5
4.4 Proposed Stormwater Treatment Train 6
4.5 Pollutant Reduction Results 6
5.0 MAINTENANCE PERIOD 7
5.1 Bioretention Basin 7
5.1.1 Maintenance During ‘Construction Phase’ 7
6.0 STORMWATER QUANTITY 8
6.1 Stormwater Quantity Management 8
6.2 Hydrology (XP-RAFTS) 8
6.3 XP-RAFTS Data 8
6.3.1 Model Scenarios 8
6.3.2 Rainfall Intensities 8
6.3.3 Existing and Proposed Development Areas 9
6.3.4 Initial and Continuing Losses 9
6.3.5 Pervious and Impervious Areas 9
6.3.6 Manning’s Values 10
6.3.7 Catchment Slope 10
6.3.8 Storm Durations 10
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
6.4 Calibration 10
6.4.1 Rational Method 10
6.5 Design Discharges Unmitigated 10
6.5.1 Peak Durations 10
6.6 Stormwater Detention 11
6.6.1 Detention Tank 11
7.0 CONCLUSIONS AND RECOMMENDATIONS 12
REFERENCES 13
______________________________________________________________________________
LIST OF APPENDICES
APPENDIX A Site Layout Plan by Reddog Architects
APPENDIX B Stormwater Management Plans by Covey Associates
APPENDIX C MUSIC Concept Map
APPENDIX D Stormsack Details
APPENDIX E Water and Sewage Demand Table
APPENDIX F Stormwater Quantity Catchment Plans
APPENDIX G Rainfall Data, Rational Method Data and Results
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
1.0 INTRODUCTION
This Stormwater Management Plan (SMP) contains information regarding the stormwater
management strategies for a proposed Highway Service Centre, including a fast food outlet at
Taylor Court, Cooroy. This report refers to the stormwater quality and quantity treatment measures
proposed of the site in its entirety.
The site is identified to be located within the catchment area for Lake Macdonald. The application
has previously been assessed against Seqwater Development Guidelines: Development
Guidelines for Water Quality Management in Drinking Water Catchments. Third party advice from
Seqwater (ref CE:DB F.16/3997) requested further detail in relation to the Water Quality
Objectives and the annual rainfall used for water quality modelling.
Noosa Shire Council (NSC) requires that stormwater be appropriately managed prior to discharge
from the site. The Queensland State Planning Policy (2014) and Seqwater Development
Guidelines also requires that urban development projects demonstrate how the potential impacts
to receiving environments are mitigated.
2.0 SITE DESCRIPTION
2.1 Site Location
The site is located at 6 Taylor Court, Cooroy. The real property description is Lot 3 on SP197517
(Figure 1). The site is bounded by vacant land to the west and south, Taylor Court exists to the
east and Holts Road and the Bruce Highway to the north (Figure 2). The site is adjacent to the
newly upgraded section of the Bruce Highway.
A Site Plan is presented in Appendix A for additional information and details of the proposed
development.
Site
Area
Figure 1 - Site area
Covey Associates Pty Ltd 1 Project No: 161968
Consulting Engineers 100415 Rpt Iss B
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
Site
Area
Figure 2 - Site Locality (image accessed from Nearmap on 11 August 2015)
2.2 Previous Land-use, Topography and Drainage
The site is currently vacant land and was previously used as a temporary depot for the machinery
used for the upgrade of the Bruce Highway. The site predominantly drains from north to south, with
an approximate slope of 4%.
2.3 Proposed Land-use
The overall site area is approximately 8243m2, with the area of the proposed new development
utilising the entirety of the site. The proposed development for a highway service centre includes
the service station bowsers, fast food outlet, service station, children’s play area, services, truck
parking and associated carparking and landscaped areas.
A Site Plan is located in Appendix A for further detail.
3.0 WATER QUALITY AND TREATMENT OBJECTIVES
This SMP will demonstrate how the proposed stormwater management strategy complies with the
requirements of the Noosa Shire Council (NSC) and the State Planning Policy (2014), in terms of
demonstrating how the relevant stormwater pollutant reduction objectives will be met. Discharge
from the site must achieve pollutant load reduction targets (Table 1) and be demonstrated through
use of the appropriate modelling software.
Table 1 – Pollutant Reduction Targets for South East Queensland
Pollutant Type Reduction Objective
Total Suspended Solids (TSS) 80% reduction in average annual load of pollutants
Total Phosphorus (TP) 60% reduction in average annual load of pollutants
Total Nitrogen (TN) 45% reduction in average annual load of pollutants
Gross Pollutants (GP) 90% reduction in average annual load of pollutants
Covey Associates Pty Ltd 2 Project No: 161968
Consulting Engineers 100415 Rpt Iss B
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
3.1 Water Quality Objectives
The nearest water course to the site is a tributary of the Six Mile Creek and is located within the
Mary River Basin Catchment Plan. The Environmental Protection Water Policy 2009 South East
Queensland Map Series (Plan WQ1381) identifies the watercourse to be lowland freshwaters.
Table 2 outlines the specific performance criteria required within lowland freshwaters in the Mary
River Basin Environmental Values and Water Quality Objectives – Basin No. 138 (part) including
all tributaries of the Mary River (Department of Environment and Resource Management, 2010).
Table 2 – Site Stormwater Quality Objectives
Pollutant Water Quality Objectives
Lowland Freshwater Values
Suspended Solids (SS) <6 mg/L (annual mean concentration)
Total Phosphorus <50 µg/L (annual mean concentration)
Total Nitrogen <500 µg/L (annual mean concentration)
Turbidity <50 NTU
Aim for no visible oils, petrochemicals, films
Hydrocarbons
or odours
Dissolved Oxygen 85 – 110 % saturation
Chlorophyll-a 5 µg/l
pH 6.5 – 8.0
Litter Aim for no anthropogenic material greater
than 5 mm in any dimension.
3.2 Area of Treatment
The total area of the site to be treated is approximately of 7570 m2. The site has been modelled as
one (1) catchment. The catchment consists of the north exit point, car and truck parking, service
area and food outlets and the landscaped areas. Refer to the Site Plan in Appendix A for further
details.
3.3 Non-treatment Areas
The southern entry/exit point at the site onto Taylor court is unable to be treated due to the site
topography. This area comprises 673 m2 of the site and is not considered likely to cause adverse
impacts to the surrounding environment due to its small area. This area has been included within
the model as untreated road and untreated landscaping area. It is proposed to capture this area of
untreated runoff within a grated channel across the entry/exit driveway. A SPEL Stormsack will be
installed within a chamber at the end of the grated channel to provide some treatment to the runoff
and remove any suspended solids. As this area is not treated by the tertiary treatment devices on
site, it is referred to as untreated. Refer to Figure 3 for details on the untreated area.
Covey Associates Pty Ltd 3 Project No: 161968
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
Treated Area
Untreated Area
Figure 3 Catchment Areas
4.0 WATER QUALITY MODELLING ASSESSMENT/APPROACH
4.1 Scenario Methodology
The site was modelled using split catchment source nodes, comprised of roof area, road area and
groundcover nodes. The hardstand area of pavement and outdoor dining area has been modelled
as groundcover at 100% impervious. The stormwater treatment proposed for the site consists of
one (1) rainwater tank, nine (9) Stormsacks and one (1) bioretention basin.
The runoff within the area beneath the service station bowser canopy will be captured by a grated
channel surrounding the area and directed to a holding tank. This will reduce the risk of any
potential runoff containing hydrocarbons entering the stormwater network in the event of a spill.
The holding tank will be monitored and emptied when required, particularly prior to a large rain
event. Roof runoff from the canopy will be directed to the bioretention basin for treatment.
Refer to Stormwater Quality Management Plan in Appendix B.
4.2 Stormwater Reuse
The proposed main use of the site is a service station with associated facilities and parking. The
proposed development consists of the service station bowser area, service and shop area, fast
food restaurant, drive through, outdoor dining area and associated parking and landscaping. The
water reuse at the site has been based upon the recommended rainwater tank demands for a toilet
in a commercial setting stated in Water by Design (2010) guidelines. The water use estimate per
person per day for a toilet with some water saving devices is 40L. The reuse estimated for the
service station and fast food area were based upon the water demand table produced by Gold
Coast City Council (Appendix E). The GCCC guidelines base the water use for the different land
uses upon the gross floor area (GFA) of the land use. Each land use has a different equivalent
person (EP) rate applied. The pedestal usage of 40 L/day has been applied per EP required.
Reuse for landscaping has also been included within the model based upon the guidelines in
Water by Design (2012). A conservative estimate of 600mm per m2 per year was assumed.
The following equation was used to calculate the reuse volume required to size the proposed
rainwater tank.
Covey Associates Pty Ltd 4 Project No: 161968
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
(1) Fast food area: 0.14 EP x 40 L/day x number of seats (70)
= 392 L/day
(2) Service Station Shop: 3.96 EP (per 100 m2/GFA) x 195 m2 (1.95 GFA) x 40 L/day
= 309 L/day
(3) Landscaping 1940 m2 x 0.60m (annual irrigation application)
= 1164 KL/year
= 3189 L/day
Total: 3890 L/day (3.9 KL/day)
Annual: 1420 KL/yr
The reuse estimates for the site is calculated based upon WSUD (2010) and GCCC Water
Demand Guidelines to be 3.9 kL/day which equates to 1420 kL/yr. A rainwater tank of 20,000 L
has been proposed based on the historical requirements of 15L per m2 of roof area. This provides
an additional storage volume of approximately 10,000L. All of the roof area of the service station
(766m2) stormwater is to be directed to the rainwater tank. Roof area from the canopy will not be
directed to the tank.
4.3 MUSIC Model Parameters
The MUSIC Modelling Guidelines – South East Queensland Version 1.0 (2010) was used to
source base and storm flow concentrations and runoff generation. The model was calibrated using
the Bureau of Meteorology (BOM) data from Cooroy Composite, 1973 - 1983, at a 6-minute time
step. The annual rainfall data for this site and timeframe used is in Table 3 below. This is in
accordance with Water by Design’s MUSIC Modelling Guidelines – South East Queensland
Version 1.0 (2010). All source nodes were set up in accordance with this guideline, specifically for
split catchments. The source nodes were set up as ‘commercial’ due to the site characteristics
being similar to those in a commercial area. No routing of drainage links was adopted for the
purpose of taking a conservative approach. This approach assumes that the flow through the
drainage system takes no time, which over estimates the likely pollutant load.
Table 3 Annual Rainfall
Year 1973 1974 1975 1976 1977 1978 1979 1980 1981 1982 1983
Annual
2135.5 2796.1 1178.9 2108.7 950.2 1468.5 1023.7 1232.4 1507.3 1332 2040.8
Rainfall (mm)
4.4 Land Use/Source Node Areas.
The proposed development has been treated as one (1) catchment. The catchment has further
been divided into contributing roof, landscaping, hardstand and road area. Refer to Table 4 for
details. A MUSIC model concept map is located in Appendix C.
Table 4 – MUSIC Source Node Attribute Summary
Area
Source Node
(ha)
Roof 0.077
Canopy Roof 0.035
Road 0.445
Landscaping 0.182
Hardstand 0.017
Untreated Road 0.054
Untreated Landscaping 0.013
Total 0.823
Covey Associates Pty Ltd 5 Project No: 161968
Consulting Engineers 100415 Rpt Iss B
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
Figure 4 MUSIC Model Layout
4.5 Proposed Stormwater Treatment Train
A 20,000 litre rainwater tank is proposed to collect and treat roof stormwater runoff. The remaining
areas of the site will receive primary treatment via SPEL Stormsack’s installed in each stormwater
pit on site – Refer to Appendix D for details. The proposed tertiary treatment to discharge off site is
a Bioretention Basin. Refer to Table 5 for bioretention basin sizing. Filter media is established to a
depth of 0.5 m, with a 0.1 m and 0.2 m transition and drainage layer, respectively. The extended
detention depth is 0.3 m.
Table 5 –Type and Size of Stormwater Treatment Device
Stormwater Treatment Device Detail
Catchment 1
Rainwater Tank 20,000 L
SPEL Stormsacks Nine (9)
Bioretention basin 115 m2 Surface Area, 90 m2 Filter Area
4.6 Pollutant Reduction Results
MUSIC modelling of the proposed stormwater treatment strategy for the site was performed to
ensure the identified load based pollutant reduction objectives were achieved. MUSIC version 6.2
has been used to model the effectiveness of the designed stormwater treatment trains.
The target reductions in stormwater pollutants are based on a comparison of an unmitigated
scenario i.e. having no treatment on site, and the mitigated scenario, which has stormwater
treatment measures incorporated into the site. The results of the MUSIC models for the each
catchment and the overall site can be found in Table 6 and demonstrate that compliance has been
met or exceeded for all the required pollutant load reduction objectives stated in the State Planning
Policy (2014) at catchment and site level.
Table 6 – MUSIC Results –Treatment Train Effectiveness
Reduction Target
Unmitigated Mitigated
Pollutant Achieved Reduction Compliance
(kg/yr) (kg/yr)
(%) (%)
TSS 3410 498 86 80 Y
TP 6.39 1.16 82 60 Y
TN 35.1 11.2 69 45 Y
GP 234 0 100 90 Y
Covey Associates Pty Ltd 6 Project No: 161968
Consulting Engineers 100415 Rpt Iss B
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
As the results in Table 6 demonstrates, the stormwater quality management strategies proposed
for the proposed Highway Service Station far exceed the target reduction rates required by the
NSC and the State Planning Policy (2014). The pollutant reduction rates exceed those required by
NSC and SPP to ensure the concentration of pollutants discharging from the site are close to the
WQOs for freshwater within the Lake Macdonald catchment as per Table 2. Table 7 below
indicates the daily concentrations of pollutants determined to potentially leave the site identified
through MUSIC modelling.
Table 7 Daily Pollutant loads
Pollutant WQOs MUSIC Model
TSS 6 18
(mg/l)
TP 50 42.1
(µg/l)
TN 500 525
(µg/l)
5.0 MAINTENANCE PERIOD
5.1 Bioretention Basin
The proposed bioretention basin will require consideration and management during both the
construction and operational phases of the development. In order to establish vegetation and
treatment functions in the bioretention system, the filter media must be protected from pollutants
commonly generated in the construction phases. During the operational phase, regular
maintenance of bioretention system is required to ensure comprehensive vegetation
establishment, a critical component in stormwater pollutant uptake. Below are details on the
general maintenance periods and requirements for the construction and operational periods.
5.1.1 Maintenance During ‘Construction Phase’
Erosion and sediment control devices will be installed at the commencement of all the staged
works to capture and treat runoff during construction works. The sediment control devices should
be cleaned out as required and at the end of the works. During the construction stage, all sediment
control devices are to be inspected weekly, after runoff generating rain events and prior and after
prolonged site shut downs (e.g. holiday periods).
Following construction of the roadways and buildings on site the basin will be constructed to the
final design and filter media layers and plants will be installed. Leaving the completion of the
bioretention basin until after construction is completed will prevent any potential clogging of the
system during the construction period.
5.2 Rainwater Tank and Stormsacks
Maintenance for the proposed rainwater tank and Stormsacks will follow manufacturers guidelines
and recommendations to maintain the products lifespan.
Covey Associates Pty Ltd 7 Project No: 161968
Consulting Engineers 100415 Rpt Iss B
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
6.0 STORMWATER QUANTITY
The proposed stormwater quantity management for this site ensures non-worsening of flows as a
result of the proposed development. Development of the site will result in an increase in
impervious area and a corresponding increase in peak stormwater runoff rates which will be
mitigated through on-site detention. This section of the report encompasses the hydrological and
hydraulic analysis for the proposed development and identifies the stormwater detention measures
required to ensure non-worsening conditions.
6.1 Stormwater Quantity Management
An analysis of the stormwater (quantity) required for the site, involved the following processes:
Determining the overall catchment areas contributing to flow from the proposed development
site;
Calculating the 1%, 10% and 39% Annual Exceedance Probability (AEP) peak discharges
using XP-RAFTS for existing case;
Rational method calculations for comparison and calibration of the XP-RAFTS runoff model
to ensure the accuracy of results; and
XP-RAFTS detention modelling for the 1%, 10% and 39% AEP design discharges to
demonstrate that peak discharges are mitigated in the developed case and flows leaving the
site are ‘non-worsening’.
6.2 Hydrology (XP-RAFTS)
XP-RAFTS was utilised to determine the peak stormwater discharges for the subject site for pre-
development and post-development scenarios.
The proposed development site has an area of 0.824 ha. The site receives a very small upstream
catchment which when combined with the site area gives a total area of 0.924 ha. The majority of
this upstream area is a landscaping buffer between the site and Holts Road.
6.3 XP-RAFTS Data
6.3.1 Model Scenarios
The existing and proposed conditions for the 1%, 10% and 39% AEP events were modelled in XP-
RAFTS to determine the peak stormwater flows for the site.
The three scenarios modelled for this investigation are:
CSS_E01b - represents the existing characteristics of the subject site (pre-development);
CSS_D01b - represents the subject site as fully developed (no detention); and
CSS_M01b - represents the subject site as fully developed and the effects of the proposed
detention tank.
6.3.2 Rainfall Intensities
The rainfall intensities used in XP-RAFTS are typical to Cooroy and were generated from the
Bureau of Meteorology’s online IFD data website (accessed 30 May 2016). The rainfall intensity
tables are contained in Appendix G.
Covey Associates Pty Ltd 8 Project No: 161968
Consulting Engineers 100415 Rpt Iss B
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
6.3.3 Existing and Proposed Development Areas
The total catchment area has been modelled as one (1) catchment. The existing and proposed
catchment boundaries are the same for each modelling scenario. Refer to Figure 5 for the
stormwater quantity catchment boundary. Refer to Appendix F for a detailed Stormwater Quantity
Catchment Plan.
Figure 5 Stormwater Quantity Catchment Boundaries
6.3.4 Initial and Continuing Losses
Initial and Continuing Rainfall Loss parameters were adopted as per Table 8.
Table 8 – Initial and Continuing Losses
Pervious Catchments Impervious Catchments
Initial Loss Cont. Loss Initial Loss Cont. Loss
Event (mm) (mm/hr) (mm) (mm/hr)
AEP 1% 0 2.5 0 0
AEP 10% and 39% 12.5 2.5 0 0
6.3.5 Pervious and Impervious Areas
The proposed development site and external catchment in its existing state has a total area of
0.924 ha and is completely pervious.
The proposed development and external catchment has a total area of 0.924 ha and a proposed
impervious area of 0.63 ha for the developed case, equating to 62%. This will increase total
contributing catchment’s percentage impervious from 0% to 62%.
All pervious and impervious areas for the existing and developed scenarios are detailed in Table 9.
Table 9 – Existing and Developed Catchment Areas and Slopes
Catchment Area Pervious Impervious Slope
(ha) (ha) (ha) (%)
Existing Site 0.92 0.92 0 5
Developed Site 0.92 0.29 0.63 5
The stormwater quantity catchment boundaries are shown in Appendix F.
Covey Associates Pty Ltd 9 Project No: 161968
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STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
6.3.6 Manning’s Values
Manning’s values varied due to the differing catchment characteristics / land uses and were
applied independently to the catchment. The values were generally adopted as follows:
Pervious Area, n = 0.032; and
Impervious Area, n = 0.018.
6.3.7 Catchment Slope
The Equal Area method was used to determine the catchment slope, which is summarised in
Table 8. The catchment slope in the developed case is unchanged from the existing case scenario.
6.3.8 Storm Durations
Standard storm durations of 15, 20, 25, 30, 45 60 and 90 minutes were modelled to estimate the
peak discharge.
6.4 Calibration
6.4.1 Rational Method
Rational Method calculations were undertaken for the site for calibration of the existing case XP-
RAFTS model – Table 10.
Variable Value Units
Area: 0.924 ha
Tc 5.9 minutes
C10 0.68 fraction
Table 10 - Rational Method Calculations
Variable 1% AEP 10% AEP 39% AEP
Freq Factor 1.2 1.0 0.85
Intensity (mm/hr) 299.5 205.2 149.1
Discharge (m3/s) 0.628 0.358 0.221
The Rational Method Calculations for the 1%, 10% and 39% AEP events generally reflect results
from the XP-RAFTS model. Thus, the XP-RAFTS peak flows have been adopted for hydrological
modelling and detention sizing purposes. A comparison of the results is provided in Table 11.
Table 11 - XP-RAFTS and Rational Method Comparison
Rational XP-RAFTS Difference
AEP (m3/s) (m3/s) (%)
1% 0.628 0.630 0.4
10% 0.358 0.357 -0.4
39% 0.221 0.219 -1.1
6.5 Design Discharges Unmitigated
6.5.1 Peak Durations
Temporal patterns from Australian Rainfall and Runoff, Volume 2, (1987) have been adopted for
each storm duration. A range of storm durations were analysed to determine the peak discharge
for the catchment. Table 12 presents the flows generated using XP-RAFTS from design storms at
the proposed development site for the existing and developed (unmitigated) case scenarios.
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Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
Table 12 - XP-RAFTS Design Discharges (Unmitigated)
Existing Developed
Peak Peak
Critical Critical
Catchment AEP Flow Flow
Duration Duration
(m3/s) (m3/s)
1% 25 min 0.630 15 min 0.724
Outlet 10% 60 min 0.357 25 min 0.518
39% 60 min 0.219 25 min 0.331
The peak flows discharging from the site have increased in the developed case scenario due to the
resulting increase in impervious area. To reduce the flows to meet non-worsening conditions, a
detention tank is proposed to increase detention capacity on site and reduce the offsite flows.
6.6 Stormwater Detention
The pre-developed and post-developed (mitigated) conditions were modelled in XP-RAFTS to
demonstrate that stormwater flows will not be increased with the inclusion of an appropriately
designed storage device. The increases in peak flows have been mitigated on site through the use
of a detention tank. Detention provided by the bioretention basin to treat water quality will also be
utilised on site.
Refer to Site Plans in Appendix B for the proposed detention tank location and details.
6.6.1 Detention Tank
The flows up to 39% AEP will be directed to and will be detained within the proposed bioretention
basin and flow greater than the 39% AEP will be detained within the detention tank located at the
lowest point of the site in the south western corner. A diversion chamber prior to the bioretention
basin inlet will divert all flow above a 39% AEP event to the detention tank. Refer to Stormwater
Management Plan in Appendix B. The bioretention basin has a storage component 1.25 m deep
with a surface area of 115 m2, providing a storage volume of 143.75m3. The proposed detention
tank dimensions are approximately 5 m wide x 10 m long x 2 m high providing a maximum
detention volume of 100 m3. The combined detention volume provided between the bioretention
basin and the detention basin is 243.75 m3 with a minimum available depth of about 2.7 m. The
required detention is 171m3 peaking at a depth of 2.12 m in the 1% AEP event. The tank will slow
release via one (1) 325 mm orifice plate and a weir 1.5 m high and 0.45 m wide discharging into a
chamber and connecting to an existing stormwater network on site. Refer to the Stormwater
Management Plan in Appendix B for detail.
Table 13 summarises stormwater flows, storage volumes and stage height for the required
detention tank.
Table 13 - Post-Development Conditions – XP-RAFTS
Stormwater Flows for proposed detention basin
Basin Peak
Basin Inflow Peak Depth
Basin AEP Outflow Storage
(m3/sec) (m3/sec) (m) (m3)
1% 0.724 0.624 2.12 171
Det_tank 10% 0.518 0.349 1.78 122
39% 0.331 0.211 1.45 73
XP-RAFTS modelling predicts that the proposed detention tank will reduce the post-development
peak stormwater flows for all critical storm events. Refer to Table 14 below for detail.
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Table 14 - Comparison of Pre & Post-Development (mitigated) Stormwater flows in XP-RAFTS
Existing Mitigated
Catchment AEP Critical Peak Flow Critical Peak Flow
Duration (m3/s) Duration (m3/s)
1% 25 min 0.630 25 min 0.624
Site Area 10% 25 min 0.357 25 min 0.349
39% 60 min 0.219 25 min 0.211
7.0 CONCLUSIONS AND RECOMMENDATIONS
As described in Table 6, the stormwater treatment measures selected for the proposed
development achieve the performance criteria set by the NSC and by the State Planning Policy
(2014). Annual load reductions of TSS, TP and TN between the unmitigated and mitigated MUSIC
model scenarios have been met or exceeded. It is considered that a conservative approach has
been taken as no routing in the drainage links has been adopted.
This site based SWMP has demonstrated that the proposed development, when incorporating the
proposed detention strategies, can be undertaken with non-worsening to the quantity of runoff to
downstream environments.
Sufficient consideration of stormwater controls has been demonstrated by:
Compliance with QUDM (2013)
Compliance with the requirements of Noosa Shire Council’s Load Based Objectives
Compliance with the State Planning Policy (2014)
Compliance with the EPP (Water) 1997
Compliance with Seqwater Development Guidelines
Ecological sustainability in terms of the development’s impact upon receiving waters and the
viability of the proposed site development.
The measures proposed within this report to manage stormwater quality and quantity achieve the
nominated requirements of the State Planning Policy (2014) and NSC. The proposed measures to
treat water quality at the site have exceeded the required pollutant reduction targets required by
the SPP and NSC to ensure the best possible chance of meeting the WQOs for the nearest
watercourse to the site are met to reduce any potential adverse impacts to Lake Macdonald. The
daily loads estimated in MUSIC for TSS and TN are mean values and are only marginally over the
WDOs for the nearest watercourse and due to the low concentrations of the remnant pollutants,
there is no practical or reasonable way to address the remaining concentration. This preliminary
design of the quality and quantity management measures is based on the current and best-
practice principles, and in terms of stormwater quality management, exceeds current best practice
approaches.
Covey Associates Pty Ltd 12 Project No: 161968
Consulting Engineers 100415 Rpt Iss B
Page 17
STORMWATER MANAGEMENT PLAN
Client: Hass Holdings ATF The Quasar Trust Location: Taylor Court, Cooroy
REFERENCES
Department of Environment and Resource Management (2010) Environmental Protection (Water)
Policy 2009 – Maroochy River Environmental Values and Water Quality Objectives Basin No,
141 (part) including all tributaries of the Maroochy River
Department of State Development, Infrastructure and Planning (2014) State Planning Policy,
Brisbane, Queensland.
Institute of Public Works Engineering Australia, Queensland Division Ltd (2013) Queensland Urban
Drainage Manual, Third Edition.
Noosa Shire Council (2013) The Noosa Plan
Seqwater (2012) Seqwater Development Guidelines: Development Guidelines for Water Quality
Management in Drinking Water Catchments.
Water by Design (2010) MUSIC Modelling Guidelines – South East Queensland, Version 1.
Water by Design (2014) Bioretention Technical Design Guidelines, Version 1.1.
Covey Associates Pty Ltd 13 Project No: 161968
Consulting Engineers 100415 Rpt Iss B
Page 18
APPENDIX A SITE LAYOUT PLAN
Page 19
1
DA-05
H O L T S R O A D
SITE BOUNDARY 122° 10' 50" 75.04m 120° 48' 20" 28.239m
SITE BO
5,000
S2 S1
LANDSCAPING
SETBACK
10,000
210° 48' 40"
UNDAR ONE WAY
Y
27.134m
1 13
EXIT
6,400
CARPARK
WAITING BAY
2,700
L O T 1 L O T 3 14 22
SITE BOU
9No CYLCLE
PARKING 23 4,000
K
SETBAC
NDARY
OUTDOOR 5,000
T A Y L
DINING AREA
2 75 m2
1
DA-07 34 DA-07
202° 08
FOOT P
AIR AND
COLLECT
OVERFLOW
FAST2 FOOD
2,600
FUEL
LANDSCAPING
'
202° 30'
PARKING
ATH
VENTS
LANDSC
WATER
330 m
O R
UNDERGROUND
LANDSC
SERVICE STATION
86.32m
APING
FUEL TANKS
DINING AREA BOWSERS (8No)
APING
1,088 m2
37.233m
180 m2
PAY
C O U R
125 m2
DRIVE THROUGH
133 m2
36
5,000
UNDERGROUND
FUEL TANK
ORDER
ENTRY
T
9,000
EXIT
SERVICE
STATION
2
33
195 m
SALES AREA
PURUSE
120 m2
1 4
SERVICE MOTORCYLCLE
5"
80 m2 PARKING
SERVICE BAY
0' 2
°2
242
UNDERGROUND
m
048
DETENTION TANK
14.
ONE WAY CAPING
WATER LANDS
5,000
TANK 434 m2
BIO RETENTION
BASIN 44.312m
' 10"
WATER 291° 20
TANK PUMP
300° 48' 40" 46.768m
(LOT 1)
BOOSTER
MENT
S EASE
ACCES
1
DA-06
1 SITE PLAN
SCALE - 1:250 -
PRELIMINARY HIGHWAY SERVICE
ISSUE DATE BY DESCRIPTION CHKD
P1 23.05.2016 RP PRELIMINARY PW
reddogarchitects.com
P2
P3
25.05.2016
31.05.2016
RP
RP
PRELIMINARY
PRELIMINARY
PW
PW
STATION, COOROY
P 07 3252 8912 F 07 3252 8914 P4 31.05.2016 RP PRELIMINARY PW PROJECT NO. DRAWING NO. ISSUE
[email protected]
2480-276 DA-02 P4
Page 20
APPENDIX B STORMWATER QUALITY MANAGEMENT PLANS BY COVEY ASSOCIATES
Page 21
FSL 123.60
Se
al
PUMP
20KL UNDER GROUND RAINWATER REUSE
TANK (ROCLA ECORAIN20 OR EQUIVALENT)
O
LANDSCAPING
121)
ie
BOOSTER
INDICATIVE BIO—RETENTION
qj Ke
ie <hs
LY -
i
—
rs. vass7| a
|
OQ.
g
.
CANOPY ROOFWATER DIRECTED
TO BIO-RETENTION BASIN
RUNOFF FROM BOWSER AREA
DIRECTED TO HOLDING TANK
FSL 123.25
FSL 123.18
annscrP NS
OO
a
INDICATIVE UNDERGROUND
DETENTION TANK.
FSL 124.05
EXIT
FSL_123.75
TRAFFICABLE GRATED DRAIN
FSL 122.47 @
IT_IS THE RESPONSIBILITY OF THE CONTRACTOR
TO CONTACT THE RELEVANT AUTHORITIES TO
CONFIRM THE LOCATION OF ALL EXISTING SERVICES
PRIOR TO THE COMMENCEMENT OF EXCAVATION
PROPOSED FINISHED
SURFACE LEVEL
PROPOSED STORMWATER INLET STRUCTURE
WITH STORMSACK OR ENVIROPOD
PROPOSED STORMWATER
FSL 123.30
ENTRY
EXIT
FSL 122.00
PROPOSED STORMWATER PIPE TO CONNECT
TO EXISTING STORMWATER MAINTENANCE,
HOLE. EXISTING INVERT LEVEL 118.413
Check all dimensions before commencement of work.
BASIN LOCATION Check Site boundary dimensions from the Tile plans
Check Building Boundary clearances by set out.
1:400 (A3) Notwithstanding the information supplied on this drawing,
1:200 (Al) the location, depth and extent of underground or overhecd
“ services are to be confirmed and protected on site by the}
contractor prior to commencement of works.
‘Approved + a
Checked - SR s Consulting Civil & UA Lp Drawing title ~ Project - PROPOSED SERVICE Site - Project 161968 Sheet No. SWMPO1
Design - JM Drawn -_ AS A Structural Engineers | KEVIN COVEY Béng,cPEng.MicAust MSPEPNG,RPEC-1823| STORMWATER CENTRE TAYLOR COURT, Digital Ret ; SIMEOL SOMITE osu: B
Y . CHRIS. CAMP Eng(Hons) MEAust,RPEQ—4944 uvent
Scales - 1:400(A3) Date - JUN 16 | toshtwenwenTS aS coves Project Management] 124 pUPORTH AVENUE Ph (07) 5443 7777 MANAGEMENT LAYOUT PLAN | Client - HASS HOLDINGS ATF, COOROY, QUEENSLAND This Document is copyright and shall not be copied
7108-06-16] APPROVAL ESUE as] ASSOCIATES PTY LTD 3 pignniny PO BOX 16 Fax (07) 5443 7577 without written approval, nor shall it be used except
Document Stage - APPROVAL ‘ABN 59 137 305 992 9 MAROOCHYDORE QLD 4558 THE QUASAR TRUST for the Development and the Site Specie.)
issue Date Description
E-MAIL: [email protected]
By
T:\QIOBS\T6\ FSTUBB\DUG Covey\\Stormwater Management Plans\Uncontroled\SWMPOT STORMWATER WANEGEMENT LAYOUT PLAN-dwa
Page 22
INDICATIVE BALUSTRADE
FENCE/HANDRAIL
CLEAN OUT POINTS
AT END OF THE LINE
STANDARD FIELD
INLET PIT 900x600
/ INLET PIPE
INDICATIVE,
RETAINING WALL
SLOTTED [email protected]% — TYP.
RAISED CONCRETE BARRIER
AROUND FOREBAY — REFER DETAIL B
CONCRETE FOREBAY
INDICATIVE GATE FOR
SKIDSTEER MAINTENANCE ACCESS
9600 CAST IRON LID
005 1
1:150
(a3) \
1:75
(a1)
IT_IS THE RESPONSIBILITY OF THE CONTRACTOR
TO CONTACT THE RELEVANT AUTHORITIES TO
CONFIRM THE LOCATION OF ALL EXISTING SERVICES
PRIOR TO THE COMMENCEMENT OF EXCAVATION
LEGEND
PROPOSED FINISHED
SURFACE LEVEL
PROPOSED STORMWATER INLET STRUCTURE
WITH STORMSACK OR ENVIROPOD
PROPOSED STORMWATER
PROPOSED TOP OF BATTER
STANDARD FIELD
INLET PIT 1200x1200
INDICATIVE GATE FOR
BASIN STAIRWELL ACCESS
SKIDSTEER MAINTENANCE ACCESS
OVERFLOW WEIR
Check all dimensions before commencement of work.
Check Site boundary dimensions from the Title plans
Check Building Boundary clearances by set out.
Notwithstanding the information supplied on this drawing,
the location, depth and extent of underground or overhead!
services are to be confirmed and protected on site by the
contractor prior to commencement of works.
Checked - SR Consutingcwia [PP Drawing title — Project - PROPOSED SERVICE Site -
Design - JM Drawn - AS a Structural Engineers kevin covey (Sn PereAeN USPENGPED-102 CONCEPT BIO-BASIN AND CENTRE TAYLOR COURT,
Scales - 1:150 (A3) Date - JUN 16 | toehwenwenTS aS COVEY Project Management] 124 DupoRTH AVENUE Ph (07) 8443. 7777 DETENTION TANK LAYOUT Client - HASS HOLDINGS ATF, COOROY, QUEENSLAND
0 ~ 7 [06-05-16 APPROVAL ISSUE fs] ASSOCIATES PTY LTO. planning PO BOK 18 ip asap FOE (07) BAAS 7577 PLAN
ocument Stoge - APPROVAL | 3. Dessriptn ‘ABN 59 137 305 992 YAROOCHYDORE, OUP 4558 ou THE QUASAR TRUST
Project 161968 Sheet No. SWMPO2
Digital Ref BOLBASN AND. DETENTON | B
gta! Net TaN DETALS PLAN ssue
This Document is copyright and shall not be copied
without written approval, nor shall it be used except
for the Development and the Site Specie.)
By
O:\QJOBS\16\161968\DWG Covey\Stormwater Management Plans\Uncontrolled\SWMPO3 CONCEPT BIO-BASIN AND DETENTION TANK DETAILS PLAN.dwq
Page 23
NOMINAL TOP OF
!
va
INDICATIVE RETAINING WALL
INDICATIVE BALUSTRADE FENCE/HANDRAIL ————>y
RETAINING WALL RL122.80
INDICATIVE.
EXISTING SURFACE
BARRIER KERB [
__KERB_RL_123.20
INDICATIVE RETAINING WALL NG
2.6m_BASIN FILTER BASE
/\ PROPOSED ROAD SURFACE RL_123.05
INDICATIVE.
BASIN PLANTING
IT_IS THE RESPONSIBILITY OF THE CONTRACTOR
TO CONTACT THE RELEVANT AUTHORITIES TO
CONFIRM THE LOCATION OF ALL EXISTING SERVICES
PRIOR TO THE COMMENCEMENT OF EXCAVATION
COMPACTED FILL
GEOTEXTILE TO BE KEYED
INTO BATTER 300mm MIN.
NOTES
1. BIO-RETENTION BASIN DETAILS
a) BASIN FILTER AREA AT BASE:
90 sq.m
STANDARD TYPE 1 INDICATIVE BASIN
LOT 3 FIELD INLET GRATE
x $P197517 PLANTING __
8
# BASIN CONCRETE _FOREBAY
B
| z
—— = FILTER MEDIA 150 25mm CHAMFER
| 3 (PARTICLE SIZE 0.5mm) INDICATIVE BASIN. PLANTING mm
\ TOP_OF FILTER MEDIA RL_122.00 2
EMT H J — 10P_OF FILTER MEDIA RL_122,00_
srers7 | ‘\ STANDARD FIELD eines | |
\ 3 aw B
| \ INLET PIT 900x600 LE anna _— 4 Bl 0.5% FALL
| f \ 8 TRANSITION LAYER (0.7-1.0mm SAND) -t-
oe — +- _——
: COMPACTED FILL °
gS DRAINAGE LAYER (1.0-5.0mm)
{ EE __ BOTTOM OF DRAINAGE LAYER RL 121.00 (VARIES) _ RR
[ GEOTEXTILE DETAIL A DETAIL B
EXISTING RETAINING — FILTER MEDIA — REFER DETAIL A (A24 BIDIM) SCALE 1:10 (At), 1:20 (A3) SCALE 1:10 (A1),1:20 (A3)
WALL TO. BE REMOVED ; nn
SUBSOIL DRAINAGE 0 01 02 03 0.5m O01 0,2 03 0.5m
1:20
6375 OUTLET PIPE IL 120.64 SECTION A-A 00.2 04 06 im 1:20 (A3)
SCALE: 1:20 (Al), 1:40 (A3) a0 (A3) 1:10
Y 1:10 (A1)
(A3) (A1)
4:20
(A1)
INDICATIVE PLANTING
+= INDICATIVE BALUSTRADE GATE
STANDARD TYPE 2 FIELD INLET GRATE
INDICATIVE PLANTING \ [
9600 CAST IRON LID \ WWW
| [ STANDARD TYPE 2 FIELD INLET GRATE . r .
W WE WE WW NWJINV NIN NNN NN 1 5 [
SKIDSTEER r
MAINTENANCE ‘ INDICATIVE DETENTION
AOCESS TANK ROOF SLAB A 4
Lb]
oveRFLOw | §
WEIR 3
| WEIR RL 122.00
INDICATIVE DETENTION TANK ROOF SLAB a
WEIR RL 122.00
= STANDARD FIELD
INLET PIT 1200x1200 STANDARD FIELD
INLET PIT 1200x1200
& UNDER GROUND INDICATIVE DETENTION TANK WALLS ——
DETENTION TANK
ORIFICE PLATE
Pi as enn C) ORE PAE
PROPOSED 375. PIPE oe
eres
TANK FLOOR RL 12050 | PROPOSED #450 PIPE
‘ IL 120.40
a 5 SECTION C-C
SCALE:1:20 (A1), 1:40 (A3)
| 20.4 0, m
SECTION B-B 0 02 04 06 1
SCALE:1:20 (A1), 1:40 (A3)
1:40
00.2 04 06 im (A3) Check all dimensions before commencement of work.
1:20 Check Site ‘boundary dimensions from the Title plans
1:40 (A1) Check Building Boundary clearances by set out.
(A3) Notwithstanding the information supplied on this drawing,
1:20 the location, depth ond extent of underground or overhead
(a1) services are to be confirmed and protected on site by the
contractor prior to commencement of works.
Approved - .
Checked - SR 2 Consulting Civil & Drawing title — Project - PROPOSED SERVICE Site - Project 161968 Sheet No. SWMPO3
Design - JM Drawn - AS A Structural Engineers KEVIN COVEY Bachna iEhst MSPEPAGPED- 125 CONCEPT BIO-BASIN AND CENTRE TAYLOR COURT, Digital Ref : go-go sue: B
, ng( Hons) MEAust,RPEQ-
Seas AS SHOWN pote — aww 16 [oT s| COVEY reiecrorcgeren te nam nie i) s47m7 | DETENTION TANK DETAILS | oe - HASS HOLDINGS ATF, COOROY, QUEENSLAND Tis Document oprah ond sal ak Te capa
7 [os=nee| PROWL BSE fs] ASSOCIATES PTY LTD 3 plannin ax without written approval, nor shall it be used except
- 9 MAROOCHYDORE QLD 4558 t ‘fi
Docunent Stage - APPROVAL [a = by | _AN 52 7 5 52 YAROOCHYDORE OLD 4558 PLAN THE QUASAR TRUST for the Development and the Site Spesfed /)
mwater Managernent Plans\Uncontrolled\SWMPO3 CONCEPT BIO—BASIN AND DETENTION TANK DETAILS PLAN.dwg
O:\OJOBS\16\161968\DWG Covey’
Page 24
APPENDIX C MUSIC CONCEPT MAP
Page 25
Hardstand [M Untreated Landscaping Roof [Mix £0) treated road Stormsacks (8) SPEL Stormsacks (1 Rainwater Tank Receiving Node
Page 26
APPENDIX D SPEL STORMSACK DETAILS
Page 27
SPEL Stormsack
At-source Gross Pollutant Trap
www.spel.com.au
[OCR of page images]
EL Stormsack
At-source Gross Pollutant Trap
www.spel.com.au
INTEGRATED WATER SOLUTIONS
Page 28
Stormwater
Treatment
An all too common issue with today’s highly impervious
landscape is how to meet stormwater regulations with
limited budgets and tight space constraints.
SPEL StormSack filtration solutions are highly engineered
water quality devices that are deployed directly in the
stormwater system to capture contaminants close the
surface for ease of maintenance. Easily retrofitted into new
or existing structures, SPEL StormSack filtration technology
is a decentralized approach to stormwater treatment that
essentially repurposes traditional site infrastructure and
customizes it to meet specific site water quality goals. In
this way, it satisfies important objectives of today’s LID
(Low Impact Development) criteria.
From an operations perspective, catch basins with SPEL
Stormsack filters are also easier and quicker to clean out
because pollutants are trapped just under the grate.
StormSack
The SPEL StormSack is specifically designed for the
capture of gross pollutants: sediment, litter, and oil and
grease. Ideally suited for municipal storm drain retrofits,
the SPEL StormSack’s unique design allows maintenance
to be performed using conventional vacuum suction
equipment.
Application Regulatory Issue Target Pollutants
Council Storm Drain Retrofits At-source litter capture Sediment, Litter, O&G
Commercial/Retail/Residential Stormwater Compliance Sediment, Litter, O&G
Litter Prone Urban Areas Cost effective litter control Litter ≥ 5 mm
Scrap Metal/Solid Waste/Oil Storage/Etc Industrial Multi-Sector General Permit Gross Pollutants, O&G
Part of Treatment Train Council Stormwater Quality Improvement Targets Sediment, Litter, O&G
Construction Sediment/Erosion Sediment Control Plan Sediment/Erosion Control
[ 1] [6] [ 5]
Features Standard SPEL
Stormsack to suit
1. Durable, aluminum frame construction [2] Pit Sizes
Integral oil boom effectively captures 450x450mm
2. [3]
oil and grease from spills
600x600mm
Patented dovetailed flange – allows
3.
12cm of length/width field adjustment
[4] 900x600mm
900x900mm
Polypropylene netting protects sack
4.
from suction hose during maintenance
Steel clip with locking tab holds Custom sizes (i.e.
5. 1200x900mm) can
replaceable filter sack in place
6. Baffled bypass traps floatables
be manufactured on
short lead times
2
Page 29
Specifications & Details
General Description
This technology is a post developed stormwater treatment
system. The SPEL StormSack provides effective filtration
of solid pollutants and debris typical of urban runoff, while
utilising the existing or new storm drain infrastructure.
The StormSack is designed to rest on the flanges of
conventional catch basin frames and is engineered for
most hydraulic and cold climate conditions.
Installation And Maintenance
Installation procedures shall include removing the storm
grate, cleaning the ledge of debris and solids, measuring
catch basin clear opening and adjusting flanges to rest on
grate support ledge. Install SPEL StormSack with splash
guard under curb opening so the adjustable flanges are
resting on the grate support ledge. Install corner filler
pieces. Reinstall storm grate directly on support flanges
[rise shall be no more than 1/8 inch (3 mm)].
Maintenance: Typically the SPEL StormSack is serviceable
from the street level, and therefore maintenance does not
require confined space entry into the catch basin structure.
The unit is designed to be maintained in place with a
vacuum hose attached to a sweeper or a vactor truck. The
oil boom is also designed to easily be replaced from the
street level. Use only SPEL replaceable parts.
Products
Material and Design
A. Adjustable Flange and Deflector: Aluminum Alloy
6063-T6
B. Splash Guard: neoprene rubber
Benefits
C. Stormsack: woven polypropylene geotextile with US
Mesh 20 t-PXDPTUHSPTTQPMMVUBOUDBQUVSF
D. Corner Filler: Aluminum Allow 5052-H32 t2VJDLFBTZJOTUBMMBUJPO
E. Lifting Tabs: Aluminum Allow 5052-H32
t4JNQMFNBJOUFOBODF
F. Replaceable Oil Boom: polypropylene 3 inch
(76 mm) diameter t"UTPVSDFDBQUVSF
G. Mesh Liner: HDPE, diamond configuration t"EKVTUTUPDVTUPNQJUTJ[FT
H. Support Hardware: CRES 300 Series
Typical Performance Characteristics Field Performance
A. Debris capacity: 8.5cu. ft. (0.24 m3) The SPEL Stormsack was introduced to the Australian
B. Filtered flow rate: 7.3 cfs (207 lps) market in 2012 and field testing is underway at several
C. Primary baffled bypass flow rate: 4.2cfs (119 lps) locations in South-east Queensland. Laboratory testing
D. Secondary bypass flow rate: 0.4 cfs (10 lps) has shown capture of 99.99% of gross pollutants up to the
bypass flow rate.* Further results will be provided as they
E. Total bypass flow rate: 4.6 cfs (130 lps)
become available.
F. Oil boom sorption capacity: 376 oz (11 L)
Recommended minimum clearance from bottom of SPEL
StormSack to inside bottom of vault is 2 inches (50 mm)
Typical frame adjustability range of 5 inches (127 mm) in
each direction.
3
[OCR of page images]
Specifications & Details
General Description
This technology is a post developed stormwater treatment
system. The SPEL StormSack provides effective filtration
of solid pollutants and debris typical of urban runoff, while
utilising the existing or new storm drain infrastructure.
The StormSack is designed to rest on the flanges of
conventional catch basin frames and is engineered for
most hydraulic and cold climate conditions.
Installation And Maintenance
Installation procedures shall include removing the storm
grate, cleaning the ledge of debris and solids, measuring
catch basin clear opening and adjusting flanges to rest on
grate support ledge. Install SPEL StormSack with splash
guard under curb opening so the adjustable flanges are
resting on the grate support ledge. Install corner filler
pieces. Reinstall storm grate directly on support flanges
{rise shall be no more than 1/8 inch (3 mm)].
Maintenance: Typically the SPEL StormSack is serviceable
from the street level, and therefore maintenance does not
require confined space entry into the catch basin structure.
The unit is designed to be maintained in place with a
vacuum hose attached to a sweeper or a vactor truck. The
oil boom is also designed to easily be replaced from the
street level. Use only SPEL replaceable parts.
Products
Material and Design
A. Adjustable Flange and Deflector: Aluminum Alloy
6063-T6
B. Splash Guard: neoprene rubber
C. Stormsack: woven polypropylene geotextile with US
Mesh 20
D. Corner Filler: Aluminum Allow 5052-H32
E. Lifting Tabs: Aluminum Allow 5052-H32
F. Replaceable Oil Boom: polypropylene 3 inch
(76 mm) diameter
G. Mesh Liner: HDPE, diamond configuration
H. Support Hardware: CRES 300 Series
Typical Performance Characteristics
A. Debris capacity: 8.5cu. ft. (0.24 m3)
B. Filtered flow rate: 7.3 cfs (207 Ips)
C. Primary baffled bypass flow rate: 4.2cfs (119 lps)
D. Secondary bypass flow rate: 0.4 cfs (10 lps)
E. Total bypass flow rate: 4.6 cfs (130 lps)
F. Oil boom sorption capacity: 376 oz (11 L)
Recommended minimum clearance from bottom of SPEL
StormSack to inside bottom of vault is 2 inches (60 mm)
Typical frame adjustability range of 5 inches (127 mm) in
each direction.
Benefits
e Low cost gross pollutant capture
© Quick & easy installation
¢ Simple maintenance
e At source capture
e Adjusts to custom pit sizes
Field Performance
The SPEL Stormsack was introduced to the Australian
market in 2012 and field testing is underway at several
locations in South-east Queensland. Laboratory testing
has shown capture of 99.99% of gross pollutants up to the
bypass flow rate.* Further results will be provided as they
become available.
Page 30
HEAD OFFICE
PO Box 6144
Silverwater NSW 1811
100 Silverwater Rd
Silverwater NSW 2128
Phone: +61 2 8705 0255
Fax: +61 2 8014 8699
DESIGN OFFICES
New South Wales 61 2 8705 0255
Canberra 61 2 6128 1000
Queensland 61 7 3271 6960
Victoria & Tasmania 61 3 5274 1336
South Australia 61 8 8275 8000
West Australia 61 8 9350 1000
Northern Territory 61 2 8705 0255
New Zealand 64 9 276 9045
www.spel.com.au
SPEL Environmental accepts no responsibility for any loss or damage resulting
from any person acting on this information. The details and dimensions contained
in this document may change, please check with SPEL Environmental for
confirmation of current specifications.
0033 SPEL StormSack 2.0
Page 31
APPENDIX E WATER AND SEWAGE LAND USE CATEGORY DEMAND TABLE (GOLD COAST COUNCIL)
Page 32
Water and sewage demand table
Water and sewage demand conversion rates are to be used to calculate water supply demand and sewage
discharge loads for different land use categories.
This data is used in network capacity assessments and detailed infrastructure planning investigations.
Land Use Category Water and Sewage
Conversion Rate Assessment Unit
Adult Entertainment 7.7 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Aged Persons Accommodation - Self- 1.28 EP/ 1 Bedroom Dwelling 1 Bedroom Dwelling
contained Dwelling 1.72 EP/ 2 Bedroom Dwelling 2 Bedroom Dwelling
2.46 EP/ 3 Bedroom Dwelling 3 Bedroom Dwelling
2.46 EP/ 4 Bedroom Dwelling 4 Bedroom Dwelling
2.46 EP/ 5 + Bedroom Dwelling 5+ Bedroom Dwelling
Aged Persons Accommodation - Hostel 0.93 EP/ Bed Bed
Units
Aged Persons Accommodation - Nursing 0.16 EP/ Bed Bed
Home Beds
Agriculture Water Supply Demand and Sewage Discharge Impact Report
Amusement Parlour 5.46 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Animal Husbandry Water Supply Demand and Sewage Discharge Impact Report
Apartments 1.28 EP/ 1 Bedroom Dwelling 1 Bedroom Dwelling
1.72 EP/ 2 Bedroom Dwelling 2 Bedroom Dwelling
2.46 EP/ 3 Bedroom Dwelling 3 Bedroom Dwelling
2.46 EP/ 4 Bedroom Dwelling 4 Bedroom Dwelling
2.46 EP/ 5 + Bedroom Dwelling 5+ Bedroom Dwelling
Aquaculture Water Supply Demand and Sewage Discharge Impact Report
Attached Dwelling 1.28 EP/ 1 Bedroom Dwelling 1 Bedroom Dwelling
1.72 EP/ 2 Bedroom Dwelling 2 Bedroom Dwelling
2.46 EP/ 3 Bedroom Dwelling 3 Bedroom Dwelling
2.46 EP/ 4 Bedroom Dwelling 4 Bedroom Dwelling
2.46 EP/ 5 + Bedroom Dwelling 5+ Bedroom Dwelling
Bed and Breakfast 1.09 EP/ Bedroom Bedroom
Brothel Water Supply Demand and Sewage Discharge Impact Report
Bulk Garden Supplies 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Café 4.2 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Camping Ground 1.09 EP/Site Site
Car Park Water Supply Demand and Sewage Discharge Impact Report
Car Wash 2.73 EP/ Lane Lane
Page 1 of 7
Page 33
Caravan Park 1.09 EP/ Site Site
Caretakers Residence - Attached 1.28 EP/ 1 Bedroom Dwelling 1 Bedroom Dwelling
1.72 EP/ 2 Bedroom Dwelling 2 Bedroom Dwelling
2.46 EP/ 3 Bedroom Dwelling 3 Bedroom Dwelling
2.46 EP/ 4 Bedroom Dwelling 4 Bedroom Dwelling
2.46 EP/ 5 + Bedroom Dwelling 5+ Bedroom Dwelling
Caretakers Residence - Detached 2.73 EP/ Dwelling Dwelling
Cemetery Water Supply Demand and Sewage Discharge Impact Report
Child Care Centre 0.14 EP/ Pupil + Staff Member Pupil/ Staff Member
Cinema 5.46 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Commercial Groundwater Extraction Water Supply Demand and Sewage Discharge Impact Report
Commercial Services 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Community Care Centre Water Supply Demand and Sewage Discharge Impact Report
Community Purposes Water Supply Demand and Sewage Discharge Impact Report
Conference / Meeting Centre 4.37 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Conservation (Natural Area Water Supply Demand and Sewage Discharge Impact Report
Management)
Convenience Shop 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Department Store 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Detached Dwelling 2.73 EP/ Dwelling Dwelling
Display Home 2.73 EP/ Dwelling Dwelling
Ecotourism Facility Water Supply Demand and Sewage Discharge Impact Report
Eco-Village Water Supply Demand and Sewage Discharge Impact Report
Educational Establishment-Primary 0.08 EP/ Pupil + Staff Member Pupil/ Staff Member
Educational Establishment-Secondary 0.08 EP/ Pupil + Staff Member Pupil/ Staff Member
Educational Establishment - 0.27 EP/ Pupil + Staff Member Pupil/ Staff Member
Tertiary/Further with accommodation
Educational Establishment - 0.03 EP/ Pupil + Staff Member Pupil/ Staff Member
Tertiary/Further without accommodation
Estate Sales Office 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Extractive Industry Water Supply Demand and Sewage Discharge Impact Report
Family Accommodation 0.76 EP/ Additional Dwelling Additional Dwelling
Family Day Care Home 0.14 EP/ Pupil + Staff Member Pupil/ Staff Member
Farm Forestry Water Supply Demand and Sewage Discharge Impact Report
Farmstay 1.64 EP/ Bedroom Bedroom
Fast Food Premises 3.96 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Freight Depot Water Supply Demand and Sewage Discharge Impact Report
Fuel Depot Water Supply Demand and Sewage Discharge Impact Report
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Funeral Business Water Supply Demand and Sewage Discharge Impact Report
Funeral Parlour Water Supply Demand and Sewage Discharge Impact Report
Gaming Premises 7.7 EP /100 sqm GFA 100 sqm Gross Floor Area
Helipad Water Supply Demand and Sewage Discharge Impact Report
High Impact Telecommunications Water Supply Demand and Sewage Discharge Impact Report
Facility
Home Occupation-additional to Dwelling 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Home Office-additional to Dwelling 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Hospital 1.37 EP/ Bed Bed
Hostel Accommodation 0.82 EP/ Bed Bed
Hotel/ Clubs 7.7 EP /100 sqm GFA 100 sqm Gross Floor Area
Indoor Sport and Recreation - 5.46 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Amusement Arcade
Indoor Sport and Recreation - Gaming 5.46 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Machine Areas
Indoor Sport and Recreation - 5.46 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Gymnasium
Indoor Sport and Recreation - Library Art 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Gallery
Indoor Sport and Recreation - Meeting 4.37 EP/ 100 sqm GFA 100 sqm Gross Floor Area
place/Public hall
Indoor Sport and Recreation - Pinball 5.46 EP/ 100 sqm GFA 100 sqm Gross Floor Area
parlour
Indoor Sport and Recreation - Poker 5.46 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Machine Areas
Indoor Sport and Recreation - Squash or 5.46 EP/ 100 sqm GFA 100 sqm Gross Floor Area
other court
Indoor Sport and Recreation - 5.46 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Theatre/Cinema
Industry (Heavy/Manufacturing) 0.98 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Integrated Housing-Attached 1.28 EP/ 1 Bedroom Dwelling 1 Bedroom Dwelling
1.72 EP/ 2 Bedroom Dwelling 2 Bedroom Dwelling
2.46 EP/ 3 Bedroom Dwelling 3 Bedroom Dwelling
2.46 EP/ 4 Bedroom Dwelling 4 Bedroom Dwelling
2.46 EP/ 5 + Bedroom Dwelling 5+ Bedroom Dwelling
Integrated Housing-Detached 2.73 EP/ Dwelling Dwelling
Kennel Water Supply Demand and Sewage Discharge Impact Report
Kiosk 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Laundromat 1.09 EP/ Washing Machine Washing Machine
Low Impact Telecommunications Facility Water Supply Demand and Sewage Discharge Impact Report
Manufacturer's Shop - Retail Area 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Manufacturer's Shop - Manufacturing 0.98 EP/ 100 sqm GFA 100 sqm Gross Floor Area
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Area
Marina - Ancillary Activities Water Supply Demand and Sewage Discharge Impact Report
Marina - Dry Berth or Swing Mooring 0.55 EP/ Berth Berth
Marina - Shop 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Marina - Transient Moorage 1.09 EP/ Berth Berth
Marina - Wet Berths for boats less than 2.18 EP/ Berth Berth
10m
Marina - Wet Berths for boats 10-15m 2.18 EP/ Berth Berth
Marina - Wet Berths for boats greater 2.18 EP/ Berth Berth
than 15m
Market Water Supply Demand and Sewage Discharge Impact Report
Medical Centre 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Milk Depot Water Supply Demand and Sewage Discharge Impact Report
Mini Warehouse or Self Storage Facility Water Supply Demand and Sewage Discharge Impact Report
Minor Aquaculture Water Supply Demand and Sewage Discharge Impact Report
Minor Tourist Facility Water Supply Demand and Sewage Discharge Impact Report
Motel-Manager's Unit 1.28 EP/ 1 Bedroom Dwelling 1 Bedroom Dwelling
1.72 EP/ 2 Bedroom Dwelling 2 Bedroom Dwelling
2.46 EP/ 3 Bedroom Dwelling 3 Bedroom Dwelling
2.46 EP/ 4 Bedroom Dwelling 4 Bedroom Dwelling
2.46 EP/ 5 + Bedroom Dwelling 5+ Bedroom Dwelling
Motel - Motel Rooms 1.28 EP/ Bedroom Bedroom
Motel - Restaurant 5.11 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Motor Vehicle Repairs 0.98 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Night Club 7.7 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Office 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Outdoor Sport and Recreation - Water Supply Demand and Sewage Discharge Impact Report
Clubhouse
Outdoor Sport and Recreation - Tennis Water Supply Demand and Sewage Discharge Impact Report
or other Court
Outdoor Sport and Recreation - Golf Water Supply Demand and Sewage Discharge Impact Report
Course
Outdoor Sport and Recreation - Golf Water Supply Demand and Sewage Discharge Impact Report
Course Clubhouse
Outdoor Sport and Recreation - Lawn Water Supply Demand and Sewage Discharge Impact Report
Bowls
Outdoor Sport and Recreation - Water Supply Demand and Sewage Discharge Impact Report
Racecourse
Outdoor Sport and Recreation - Skating Water Supply Demand and Sewage Discharge Impact Report
Rinks
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Outdoor Sport and Recreation - Sporting Water Supply Demand and Sewage Discharge Impact Report
Arena
Outdoor Sport and Recreation - Water Supply Demand and Sewage Discharge Impact Report
Swimming Pools
Outdoor Storage Area Water Supply Demand and Sewage Discharge Impact Report
Place of Worship Water Supply Demand and Sewage Discharge Impact Report
Private Recreation Water Supply Demand and Sewage Discharge Impact Report
Public Utility Water Supply Demand and Sewage Discharge Impact Report
Reception Room 4.37 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Relocatable Home Park 1.28 EP/ 1 Bedroom Dwelling 1 Bedroom Dwelling
1.72 EP/ 2 Bedroom Dwelling 2 Bedroom Dwelling
2.46 EP/ 3 Bedroom Dwelling 3 Bedroom Dwelling
2.46 EP/ 4 Bedroom Dwelling 4 Bedroom Dwelling
2.46 EP/ 5 + Bedroom Dwelling 5+ Bedroom Dwelling
Residential Hotel - Ancillary Uses Water Supply Demand and Sewage Discharge Impact Report
Residential Hotel-Bedroom 1.28 EP/ Bedroom Bedroom
Resort Hotel - Ancillary Uses Water Supply Demand and Sewage Discharge Impact Report
Resort Hotel-Bedroom 1.99 EP/ Bedroom Bedroom
Restaurant 5.11 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Restricted Club 7.7 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Retail - Commercial Development 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Retail Plant Nursery Water Supply Demand and Sewage Discharge Impact Report
Rural Industry Water Supply Demand and Sewage Discharge Impact Report
Salvage Yard Water Supply Demand and Sewage Discharge Impact Report
Service Industry 0.98 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Service Station - Fuel Pumps 0.98 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Service Station - Service Bays 0.98 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Service Station - Restaurant/ Cafe/ Fast 0.14 EP/ Seat Seat
Food
Service Station - Shop 3.96 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Serviced Apartment 1.64 EP/ Bedroom Bedroom
Shop 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Shopping Centre Development < 20,000 Water Supply Demand and Sewage Discharge Impact Report
sqm GFA
Shopping Centre Development >= Water Supply Demand and Sewage Discharge Impact Report
20,000 sqm GFA
Showroom 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Special Accommodation 0.82 EP/ Bed Bed
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Stall Water Supply Demand and Sewage Discharge Impact Report
Storage Water Supply Demand and Sewage Discharge Impact Report
Substantial Structure Water Supply Demand and Sewage Discharge Impact Report
Surf Life Saving Club 3.14 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Surgery - additional to Dwelling 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Take Away Food Premises 3.96 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Tavern - Liquor Retail Sales Areas 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Tavern - Lounge, Bar, Beer Garden, etc. 7.7 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Telecommunications Facility Water Supply Demand and Sewage Discharge Impact Report
Tourist Cabins 1.64 EP/ Bedroom Bedroom
Tourist Facilities Water Supply Demand and Sewage Discharge Impact Report
Tourist Shop 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Toxic or Dangerous Goods Store 0.98 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Transit Centre Water Supply Demand and Sewage Discharge Impact Report
Transport Terminal Water Supply Demand and Sewage Discharge Impact Report
Vehicle Hire Office 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Vehicle Hire Premises 0.82 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Vehicle Sales Premises - Office Areas 1.64 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Vehicle Sales Premises - Display Areas 0.35 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Veterinary Clinic 0.82 EP/ Consultation Room Consultation Room
Veterinary Hospital Water Supply Demand and Sewage Discharge Impact Report
Warehouse 0.98 EP/ 100 sqm GFA 100 sqm Gross Floor Area
Waterfront (or Marine) Industry Water Supply Demand and Sewage Discharge Impact Report
Definitions:
Equivalent Persons (EP) Basic unit used to equate an equivalent service demand to that
of an average occupant of an average detached residential
dwelling. For the Gold Coast, the Citywide average conversion
from ET to EP is 2.73.
Equivalent Tenement (ET) Property based unit of measurement used to indicate
infrastructure demand for the property. The demand from each
property is related to the type of development allowed on the
property with a detached dwelling on a standard residential lot
being 1 ET. Other residential developments such as
flats/units/villas are usually rated at lower ET per dwelling.
Gross Floor Area (GFA) The total floor area of all storeys of a building (measured from
the outside of the external walls or the centre of a common
wall), other than areas used for the following:
• building services, plant and equipment;
• access between levels;
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• ground floor public lobby;
• a mall;
• the parking, loading and manoeuvring of motor vehicles;
• un-enclosed private balconies whether roofed or not.
Square Metres (sqm) Area in metres.
Water Supply Demand and Sewage Should the proposed development involve a Land Use
Discharge Impact Report Category that provides for a Water Supply Demand and
Sewage Discharge Impact Report, a suitably qualified and
experienced person or organisation must be engaged to
prepare this report for you. The proposed total number of
Equivalent Persons (EP) per Assessment Unit for that
development, the methodology used to determine that rate and
any benchmarking must be in the report.
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APPENDIX F STORMWATER QUANTITY CATCHMENT PLANS
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| Cooroy Service Centre Appendix D | Catchment Boundary Plan mY Ye SMM 0 25 _* O:\0JOBS\16\161968\GIS\MapIinfo\Maps\PDF\161968-0001A_CatchmentBoundaries.wor
Page 41
APPENDIX G RAINFALL DATA, RATIONAL METHOD DATA AND RESULTS
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Rational Method Data
Location: Cooroy
Australian Rainfall & Runoff IFD Coefficents
2I 2I 2I 50I 50I 50I F2 F50 G
1 12 72 1 12 72
50.33 10.62 3.48 91.03 24.96 8.8 4.39 17.57 0.13
Rainfall Intensity (mm/hr)
DURATION AVERAGE RECURRENCE INTERVAL (years)
hours minutes 1 2 5 10 20 50 100 200 500
0.08 5 124 158 195 217 247 286 317 347 389
0.10 6 116 148 184 204 232 269 298 327 366
0.17 10 96 122 151 168 191 222 246 270 303
0.25 15 80 102 127 141 161 187 207 228 255
0.33 20 70 89 111 124 141 164 182 200 224
0.42 25 63 80 100 111 127 147 163 180 202
0.5 30 57 73 91 101 116 135 149 164 184
0.75 45 45.9 59 73 82 94 109 121 133 150
1 60 39.1 50 63 70 80 93 103 114 128
1.5 90 30.3 39.0 49.7 56 65 76 85 94 106
2 120 25.2 32.6 42.0 47.7 55 66 74 82 93
3 180 19.4 25.2 33.1 38.0 44.4 53 60 67 77
4.5 270 14.9 19.5 26.1 30.2 35.6 43.0 48.8 55 63
6 360 12.3 16.3 22.0 25.7 30.4 37.0 42.2 47.6 55
9 540 9.50 12.6 17.4 20.4 24.4 29.9 34.4 39.0 45.6
12 720 7.89 10.5 14.7 17.4 20.9 25.8 29.7 33.9 39.8
18 1080 6.20 8.29 11.6 13.9 16.7 20.7 23.9 27.3 32.1
24 1440 5.23 6.99 9.87 11.8 14.2 17.6 20.4 23.4 27.6
30 1800 4.56 6.11 8.66 10.3 12.5 15.6 18.0 20.7 24.4
36 2160 4.07 5.46 7.76 9.28 11.2 14.0 16.2 18.6 22.1
48 2880 3.38 4.54 6.49 7.79 9.46 11.8 13.7 15.8 18.7
72 4320 2.55 3.44 4.95 5.97 7.27 9.12 10.6 12.2 14.5
Catchment Data
Variable Value Unit
Area 0.9241 ha
C10 0.68 fraction
tc 5.9 minutes
Rational Results
AVERAGE RECURRENCE INTERVAL (years)
Variable 1 2 5 10 20 50 100
Freq Factor 0.544 0.578 0.646 0.68 0.714 0.782 0.816
Intensity (mm/hr) 117.1 149.1 184.6 205.2 233.6 270.9 299.5
Discharge (m3/s) 0.164 0.221 0.306 0.358 0.428 0.544 0.628
[OCR of page images]
Rational Method Data
Location: Cooroy
Australian Rainfall & Runoff IFD Coefficents
ah 2h 2l72 50], 5012 50172 F2 F50 G
50.33 10.62 3.48 | 91.03 | 24.96 8.8 4.39 17.57 0.13
Rainfall Intensity (mm/hr
DURATION AVERAGE RECURRENCE INTERVAL (years)
hours minutes 1 2 5 10 20 50 100 200 500
0.08 5 124 158 195 217 247 286 317 347 389
0.10 6 116 148 184 204 232 269 298 327 366
0.17 10 96 122 151 168 191 222 246 270 303
0.25 15 80 102 127 141 161 187 207 228 255
0.33 20 70 89 111 124 141 164 182 200 224
0.42 25 63 80 100 111 127 147 163 180 202
0.5 30 57 73 91 101 116 135 149 164 184
0.75 45 45.9 59 73 82 94 109 121 133 150
1 60 39.1 50 63 70 80 93 103 114 128
1.5 90 30.3 39.0 | 49.7 56 65 76 85 94 106
2 120 25.2 32.6 | 42.0 47.7 55 66 74 82 93
3 180 19.4 25.2 | 33.1 38.0 44.4 53 60 67 77
45 270 14.9 19.5 | 26.1 30.2 35.6 43.0 48.8 55 63
6 360 12.3 16.3 | 22.0 25.7 30.4 37.0 42.2 47.6 55
9 540 9.50 12.6 17.4 20.4 24.4 29.9 34.4 39.0 45.6
12 720 7.89 10.5 14.7 17.4 20.9 25.8 29.7 33.9 39.8
18 1080 6.20 8.29 11.6 13.9 16.7 20.7 23.9 27.3 32.1
24 1440 5.23 6.99 | 9.87 11.8 14.2 17.6 20.4 23.4 27.6
30 1800 4.56 6.11 8.66 10.3 12.5 15.6 18.0 20.7 24.4
36 2160 4.07 5.46 | 7.76 9.28 11.2 14.0 16.2 18.6 22.1
48 2880 3.38 4.54 | 6.49 7.79 9.46 11.8 13.7 15.8 18.7
72 4320 2.55 3.44 | 4.95 5.97 7.27 9.12 10.6 12.2 14.5
Catchment Data
Variable | Value Unit
Area 0.9241 ha
Cio 0.68 fraction
te 5.9 minutes
Rational Results
AVERAGE RECURRENCE INTERVAL (years
Variable 1 2 5 10 20 50 100
Freq Factor 0.544 | 0.578 | 0.646 | 0.68 0.714 | 0.782 | 0.816
Intensity (mm/hr) 117.1 | 149.1 | 184.6 | 205.2 | 233.6 | 270.9 | 299.5
Discharge (m°/s) 0.164 | 0.221 | 0.306 | 0.358 | 0.428 | 0.544 | 0.628