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F0002-AA007595-AAR-09-SMP · MCU14/0102.05
Attached to the e-mail Updated SW management plan MCU14/0102.05.
139 EUMUNDI NOOSA ROAD & 30 LIONEL DONOVAN DRIVE, NOOSAVILLE STORMWATER MANAGEMENT PLAN [OCR of page images] lUCel Tg 139 EUMUNDI NOOSA ROAD & 30 LIONEL DONOVAN DRIVE, NOOSAVILLE STORMWATER MANAGEMENT PLAN
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Hyder Consulting Pty Ltd ABN 76 104 485 289 Level 7, 199 Grey Street South Brisb: QLD 4101 pastel Hyder Tel: +61 7 3337 0000 Fax: +61 7 3337 0050 www.hyderconsulting.com EMPIRICA DEVELOPMENTS PTY LTD 139 EUMUNDI NOOSA ROAD & 30 LIONEL DONOVAN DRIVE, NOOSAVILLE SERVICE STATION AND RETAIL SITE Stormwater Management Plan Date Rev | Description Author Reviewed Approved 28/11/14 01 Draft Submission Kate Francis Graham Coles | Graham Coles 03/12/14 02 Submission Kate Francis Graham Coles | Graham Coles 16/12/14 03 Submission Kate Francis Graham Coles | Graham Coles 06/03/15 04 Submission Kate Francis Graham Coles | Graham Coles 30/03/15 05 Submission Kate Francis Graham Coles | Graham Coles 11/11/15 06 Submission Kate Francis Graham Coles | Graham Coles 16/11/15 07 Submission Kate Francis Graham Coles | Graham Coles 20/11/15 08 Submission Kate Francis Graham Coles | Graham Coles Larissa Hughes | Graham Coles core een 14/03/17 09 Submission 5 A ll Se an Mra Report No F0002-AA007595-AAR-09 Date 14 March, 2017 This report has been prepared for Empirica Developments Pty Ltd in accordance with the terms and conditions of appointment for 139 Eumundi Noosa Road, Noosaville, dated October 2014. Hyder Consulting Pty Ltd (ABN 76 104 485 289) cannot accept any responsibility for any use of or reliance on the contents of this report by any third party. 139 Eumundi Noosa Road & 30 Lionel Donovan Drive, Noosaville Service Station and Retail Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-05-smp.docx
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CONTENTS
EXECUTIVE SUMMARY............................................................................................................... 1
SITE CHARACTERISTICS.................................................................................................................. 2
Site Description ........................................................................................................................................ 2
Existing Topography and Stormwater Infrastructure ............................................................................... 3
Drainage Easements ................................................................................................................................ 3
PROPOSED DEVELOPMENT ............................................................................................................ 4
Proposed Internal Drainage Pattern ........................................................................................................ 4
External Catchments ................................................................................................................................ 4
Flood Assessment.......................................................................................................................................... 4
INTERNAL CATCHMENT ASSESSMENT ......................................................................................... 5
Temporal Patterns ................................................................................................................................... 5
Legal Point of Discharge .......................................................................................................................... 5
CATCHMENTS ........................................................................................................................................ 5
Catchment 1 DISCHARGE ...................................................................................................................... 5
Catchment 2 DISCHARGE ...................................................................................................................... 6
CATCHMENT 3 DISCHARGE ................................................................................................................. 6
STORMWATER QUANTITY, DETENTION & HYDRAULICS ........................................................... 8
Objectives ................................................................................................................................................ 8
STORMWATER QUALITY .......................................................................................................... 10
Existing Water Quality ..................................................................................................................... 10
Water Quality Environmental Values and Water Quality Objectives (WQO) ........................................ 10
Proposed Stormwater Improvement Devices ........................................................................................ 10
BIO RETENTION Basins ....................................................................................................................... 11
Modelling of the Development Site (MUSIC) ......................................................................................... 12
CONCLUSION ............................................................................................................................. 16
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APPENDICES
APPENDIX A ARCHITECTURAL AND SURVEY PLANS
APPENDIX B ENGINEERING DRAWINGS
APPENDIX C FLOOD MAPS
APPENDIX D SITE SPECIFIC IFD CHARTS
APPENDIX E RATIONAL METHOD CALCULATIONS
APPENDIX F XP RAFTS HYDROGRAPHS
APPENDIX G MUSIC MODELLING LAYOUT AND RESULTS
APPENDIX H NOOSA COUNCIL STORMWATER CODE COMPLIANCE
APPENDIX I EROSION AND SEDIMENT CONTROL CHECKLIST
APPENDIX J SPEL EUMUNDI SERVO PURACEPTOR RISK ASSESSMENT
Stormwater Management Plans
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EXECUTIVE SUMMARY
Hyder Consulting has been engaged by Empirica Developments Pty Ltd to prepare a Site Based
Stormwater Management Plan (SBSMP) for the proposed service station and industrial retail
development located at 139 Eumundi Noosa Road and 30 Lionel Donovan Drive, Noosaville.
This site already has Material Change of Use approval (Council Reference MCU14/0102.02)
which allows for the construction of a service station dining/ entertainment retailer, and industrial
retailers on site. This application is in relation to a further Reconfiguration of Lot application, to
realign the existing site boundaries as per the survey plans provided in Appendix A.
This Stormwater Management Plan has been prepared in accordance with the Water
Sensitive Urban Design requirements of Council, the Queensland State Planning Policy, the
Queensland Development Code, and the Environmental Protection (Water) Policy (1997).
The three primary objectives of this SBSMP are to ensure that:
1. Suitable measures are incorporated in the development to ensure that there are no adverse
impacts to downstream receiving waterways, properExecutive Summty or infrastructure
resulting from any increase to peak discharging stormwater flow rates.
2. Investigate any potential flood issues affecting the site and set appropriate finished levels
for the proposed development to ensure adequate flood immunity is achieved.
3. Details of a proposed stormwater quality treatment train are provided to ensure the
discharge of stormwater from the site is of adequate quality standards to comply with the
Water Sensitive Urban Design (WSUD) requirements of Noosa Council, the State Planning
Policy and the South-East Queensland Healthy Waterways Partnership.
The aim of this report is to address all the relevant issues by providing stormwater quantity and
stormwater quality information to support the development application.
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SITE CHARACTERISTICS
SITE DESCRIPTION
The proposed development site is located in Noosaville within the Local Government Area of
Noosa Council on the Sunshine Coast. The site is bordered by a roundabout and Walter Hay
Drive to the north, a vacant lot to the east, Lionel Donovan Drive and a car dealership to the
south and Eumundi Noosa Road to the west. Figure 2.1 below provides a site locality plan:
139 Eumundi Noosa Road Site
31SP170751
4SP159610
30 Lionel Donovan Drive Site
Figure 2.1 Site Locality Plan (Source: Nearmap 2014)
The site falls within the jurisdiction of the Noosa Council, and under the Noosaville Zone Map
ZM8 is zoned as “Industry” use.
PROPERTY DESCRIPTION
The development is proposed to be undertaken within the following parcel of land designated
as:
Lot 4 on SP159610 (139 Eumundi Noosa Road, Noosaville)
Lot 31 on SP170751 (30 Lionel Donovan Drive, Noosaville)
TOTAL AREA OF LAND
The total area of Lot 4 on SP159610 is 0.42 Ha
The total area of Lot 31 on SP170751 is 0.36 Ha
The total proposed area for development is 0.78 Ha
Stormwater Management Plans
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EXISTING TOPOGRAPHY AND STORMWATER
INFRASTRUCTURE
Skyline Surveyor’s survey indicates that the site has a moderate grade (approximately 3%),
ranging from approximately RL10.57 in the site’s southwest corner to RL7.54 in the site’s north-
east corner. The site generally grades in a north eastern direction.
There is a ridgeline located along the boundary of the two lots proposed for development. This
has occurred because the site on Lot 4SP159610 has been excavated below natural surface in
the southern area of the site, and as a result there are extensive retaining walls around
southern boundary. The construction of Walter Hay Drive on the site’s northern boundary has
caused a trapped sag to occur which has led to the installation of piped drainage discharge to
the site’s east.
DRAINAGE EASEMENTS
There are two existing drainage easements on the site. One runs along the northern section of
Lot 31SP170751 and another in the south – western corner of the same lot. In the developed
state, these easements will be dissolved.
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PROPOSED DEVELOPMENT
This application addresses the reconfiguration of lot component of the development. It is proposed
that two lots will be created through this development. The proposed Lot 1 (generally in the
location of existing Lot 31 SP170751) will have a site area of 0.53 Ha. The proposed Lot 2
(generally in the location of existing Lot 4 SP159610) will have a site area of 0.25 Ha.
This development currently has approval for the following uses:
– Retail Business Type 5 – Vehicle Uses (service station);
– Retail Business Type 2 – Shop & Salon (shop within service station);
– Industrial Business Type 2 – Production, Alteration, Repackaging & Repairing;
– Industrial Business Type 1 – Warehouse;
– Retail Business Type 6 – Hardware Store; and
– Entertainment and Dining Business Type 1 – Food & Beverages (restaurant/café).
Landscaping and 63 car parks and 8 motorcycle spaces will also be provided as part of this
development. Dual access is proposed to the overall site through a left in, left out access from
Eumundi Noosa Road, and access from Lionel Donovan Drive.
Access easements, as well as easements for stormwater and sewer services will be provided as
part of these works. Refer to the survey plan and proposed plans included in Appendix B.
PROPOSED INTERNAL DRAINAGE PATTERN
As much as practicably possible the proposed development will maintain and/or improve the
functionality of the existing drainage pattern. Cut and fill earthworks are proposed across the
site to generally bring the levels of Lot 31 into line with Lot 4. However, these works are not of a
significant volume nor do they alter the stormwater runoff regime.
EXTERNAL CATCHMENTS
The site is not subject to any external catchments.
FLOOD ASSESSMENT
Noosa Council provides River and Storm Tide Flood Maps to assess whether the site will be
affected by flooding. The proposed development site is not within the flood line for either River
or Storm flooding. The flood maps can be found in Appendix C.
Stormwater Management Plans
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INTERNAL CATCHMENT ASSESSMENT
TEMPORAL PATTERNS
Rainfall data and information from the Australian Bureau of Meteorology was utilised to
generate the design storm event hydrographs for the stormwater run-off. Intensity-Frequency-
Distribution (IFD) charts and tables for the specific subject site are presented in Appendix D.
LEGAL POINT OF DISCHARGE
The subject site currently contains three internal catchments which discharge flows into three
separate locations.
- At the southern border of the site, there is a 600mmx600mm field inlet pit, which collects
flows and discharges to a 300mm diameter stormwater pipe within the Lionel Donovan
Drive road reserve.
- There are two field inlets located within the kerb and channel along Eumundi Noosa
Road, which collect flows from Lot 4SP159610. These pits discharge into a 675mm
diameter pipe within the Eumundi Noosa Road road reserve. These pipes flow to the
north toward Lake Doonella and the Noosa River.
- There is also a 225mm diameter pipe within the existing drainage easement of Lot
31SP170751. This then increases to a 300mm diameter stormwater pipe in the adjacent
lot to the east. At the junction of these pipes is a 600mmx900mm field inlet, which collects
overland flow from Lot 31SP10751.
The internal catchments are illustrated in the engineering drawings in Appendix B.
CATCHMENTS
The site has three internal catchments. Details of these catchments are provided in Hyder
Drawings SK01300-AA007595-01.
CATCHMENT 1 DISCHARGE
Catchment 1 is a small internal catchment at the south of Lot 4 on SP159610. In its existing
state, the catchment area is used for commercial and automative purposes.
Table 4.1, below, lists the catchment characteristics for the site.
Table 4.1 – Peak discharge flow rates comparison
PARAMETERS EXISTING DEVELOPED
Approx. Developed Area 0.10 0.09
Fraction Impervious 0.85 0.85
Coefficient of Runoff (C10) 0.87 0.87
Coefficient of Runoff (C50) 1 1
Time of Concentration 5 minutes 5 minutes
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A comparison of the parameters listed in Table 4.1 demonstrates that the proposed
development will not increase the rate of stormwater runoff discharged from the site as the
proposed development does not change the existing impervious area and stormwater runoff
volumes. Therefore, no onsite detention is required to mitigate peak discharge flow rates.
Stormwater runoff from the proposed development site can be discharged directly to the lawful
point of discharge, which for Catchment 1 is Lionel Donovan Drive.
CATCHMENT 2 DISCHARGE
Catchment 2 is an internal catchment on Lot 4 on SP159610. In its existing state, the catchment
area is used for retail and automative purposes.
Table 4.2, below, lists the catchment characteristics for the site.
Table 4.2 – Peak discharge flow rates comparision
PARAMETERS EXISTING DEVELOPED
Approx. Developed Area 0.26 0.23
Fraction Impervious 1 0.9
Coefficient of Runoff (C10) 0.9 0.88
Coefficient of Runoff (C50) 1.0 1.0
Time of Concentration 5 minutes 5 minutes
A comparison of the parameters listed in Table 4.2, above, demonstrates that the proposed
development will not increase the rate of stormwater runoff discharged from the site as the
proposed development does not change the existing impervious area and stormwater runoff
volumes. Therefore, no onsite detention is required to mitigate peak discharge flow rates.
Stormwater runoff from the proposed development site can be discharged directly to the lawful
point of discharge, which for Catchment 2 is Eumundi Noosa Road.
CATCHMENT 3 DISCHARGE
Catchment 3 is an internal catchment that covers all of Lot 31SP170751. In its existing state, the
site is undeveloped.
CATCHMENT PARAMETERS
A summary of the catchment parameters is presented in Table 4.3.
Table 4.3: Summary of Catchment Areas
PARAMETERS EXISTING DEVELOPED
Approx. Developed Area 0.42 0.47
Fraction Impervious 0.1 0.90
Coefficient of Runoff (C10) 0.72 0.89
Coefficient of Runoff (C50) 0.83 1.00
Time of Concentration 17.7 minutes 5 minutes
Stormwater Management Plans
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Detailed catchment plans and assessments are also provided in Appendix B.
RATIONAL METHOD CALCULATIONS
In the existing case analysis the time of concentration for the above catchment 3 areas have
been derived with the use of the Friends Sheet Flow Equation in accordance with the
Queensland Urban Drainage Manual (QUDM Equation 4.5) and Argue’s Flow travel time in
pipes and channels (QUDM Section 4.6.7). These equations require parameters including the
total length of the flow path, slope and surface roughness/channel type.
In the developed case analysis a combined application of standard inlet time for industrial areas
has been employed to determine the time of concentration (QUDM Sections 4.6.5 and 4.6.7).
The Coefficient of Runoff was determined using QUDM Tables 4.05.3a & 4.05.3b.
The rational method, as prescribed by QUDM Section 4.03 was then used to determine
discharging flow rates for standard average return intervals (ARI’s) of 1, 2, 5, 10, 20, 50 and 100
years. Detailed Rational Method calculation results are attached in Appendix E.
XP-RAFTS
XP-RAFTS is a computer based program which generates detailed event hydrographs for
specified storm events. XP-RAFTS was used to determine the critical storm duration for a range
of standard recurrence interval storm events for all catchments. Detailed catchment parameters
are used by XP-RAFTS including manning’s values, vectored slope of the site and percentage
impervious.
The results of the Rational Method calculations were employed as a basis for calibration and
verification of the development of hydrologic models for each of the included catchment areas.
Presented below is a summary of the peak discharge flow rates for all ARI’s calculated using
XP-RAFTS.
Table 4.3.4: Peak Discharge Flow Rates – XP-RAFTS
Storm Event Existing Developed Difference (%)
1 in 1 0.039 0.161
+313%
1 in 2 0.054 0.206 +281%
1 in 5 0.076 0.239 +214%
1 in 10 0.094 0.269 +186%
1 in 20 0.117 0.311 +166%
1 in 50 0.135 0.342
+153%
1 in 100 0.155 0.408
+163%
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STORMWATER QUANTITY, DETENTION &
HYDRAULICS
OBJECTIVES
The stormwater discharge from the proposed development shall maintain the pre-developed
flow rates for all storm events, from the 1 in 1 year (frequent flow) to 1 in 100 year (major storm
events).
The stormwater management strategy will also need to comply with the Noosa Council
Stormwater Management Code.
METHODOLOGY
A hydrologic model was created using XP-RAFTS. The model was calibrated and verified via a
comparison to the results of the Rational Method calculations (described in Section 4.5). The
critical storm event for each standard ARI was determined via an investigation of storm
durations ranging from 10mins to 720mins. The model was then used to route post-
development runoff through detention structures to determine adequate detention size to
comply with the objectives. The model was iteratively optimised to achieve the most efficient
design dimensions.
The required detention volume is proposed to be included as an additional structure as a
detention tank, which will collect minor flows from the proposed bioretention basin and overland
major flows. The outlet pipe sizes have also been individually designed according to the
required discharge flow rates and receiving system.
5.1.1 MODEL CONDITIONS
Three hydrologic conditions were modelled as shown below.
Case 1 - Existing Scenario
Case 2 - Developed Scenario
Case 3 - Mitigated (Developed with Detention Scenario)
5.1.2 DETENTION TANK DESIGN
Table 5.1 presents the design details of the proposed detention tank which is required to
achieve the waterway stability management objectives. The tank design has been iteratively
optimised to ensure peak performance.
It has been determined that due to the increase in impervious area, that the site requires
stormwater quantity controls to mitigate flows. A detention tank has therefore been proposed to
mitigate this consequent increase in peak discharge resulting from the development.
The proposed lot layout incorporates the proposed basin area listed in Table 5.1.
Stormwater Management Plans
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Table 5.1: Stormwater Detention Basin Summary
Parameter
Base Dimensions 12m x 18m
Depth 1.25m
Storage Volume 245 m 3
Outlet Arrangement
Low Flow Outlet 150mm diameter orifice at the base of the Tank
High Flow Outlet 225mm diameter orifice at 800mm above the base
of the Tank
The detention tank parameters listed in Table 5.1 were calculated using XPRafts. An iterative
method was used to adjust the parameters until the catchment flows were reduced to the
predevelopment flows. Hydrographs relating to the detention tanks, including basin storage
volume, have been included in Appendix F.
5.1.3 MODEL RESULTS
The discharge rate at each discharge point is tabulated below for the existing, developed and
mitigated scenarios. This table shows that the proposed detention tank is successful in
mitigating the developed discharge back to existing rate for all of the ARI storm events.
Table 5.2: Stormwater Discharge Rates
Existing Developed Mitigated Impact
ARI Scenario Scenario Scenario (%)
Q1 (m3/s) 0.039 0.161 0.039 0%
Q2 (m3/s) 0.054 0.206 0.046 -15%
Q5 (m3/s) 0.076 0.239 0.056 -26%
Q10 (m3/s) 0.094 0.269 0.073 -22%
Q20 (m3/s) 0.117 0.311 0.110 -6%
Q50 (m3/s) 0.135 0.342 0.131 -3%
Q100 (m3/s) 0.155 0.408 0.150 -3%
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STORMWATER QUALITY
EXISTING WATER QUALITY
No stormwater quality control measures have been incorporated into the existing site drainage
infrastructure.
WATER QUALITY ENVIRONMENTAL VALUES
AND WATER QUALITY OBJECTIVES (WQO)
The subject site is located within the region of South East Queensland and as such the
Department of Environment and Heritage Protection has specified Environmental Values and
Water Quality Objectives for the management of stormwater quality in this region under
Schedule 1 of the Environmental Protection (Water) Policy 2009. This document stipulates that
stormwater design objectives for industrial developments are to be as per the ‘Urban
Stormwater Quality Planning Guidelines 2010.’ This document provides specified design
objectives for both the construction and operational phases of the development in accordance
with landscape features and the regional location of the proposed development.
As per the ‘Urban Stormwater Quality Planning Guidelines 2010’, the identified Water Quality
Objectives for South East Queensland are defined as:
Table 6.1: Design Objectives for Management of Stormwater Quality in South East Queensland
– Operational (Post-Construction) Phase of Development
Pollutant Minimum reductions in mean annual loads from
unmitigated development (%)
Total Suspended Solids (TSS) 80
Total Phosphorus (TP) 60
Total Nitrogen (TN) 45
Gross Pollutants > 5mm 90
PROPOSED STORMWATER IMPROVEMENT
DEVICES
Water Sensitive Urban Design (WSUD) aims to minimise the impact of a development on the
natural water cycle by reducing the export of pollutants, sediments and nutrients from the site
into the natural watercourse. In order to treat the stormwater runoff from the site, various
treatment devices can be used throughout the development area and these concepts can be
integrated into the overall design of the road layouts, road cross sections, stormwater layouts
and water supply reticulation systems. Stormwater from the development will follow a specially
designed stormwater quality treatment train prior to discharge from the site, which will ensure
compliance with the water quality objectives.
Stormwater Management Plans
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BIO RETENTION BASINS
A bio-retention area is a vegetated region where runoff is filtered through a filter media layer
(e.g. sandy loam) as it percolates downwards to receiving underlying reticulation. Specific
vegetation is to be incorporated into the landscaping of bio-retention areas which effectively
reduce nutrient loads. Table 20 in the Water By Design Bioretention Technical Design
Guidelines provides guidance on selecting appropriate plant species for systems where the
plants have a functional role in stormwater treatment, such as the aforementioned bio-retention
basins. The landscape architect is to select plant species from this table for the vegetation of the
basin. The following plant species are suggested:
Carex appressa;
Gahnia sieberiana;
Lomandra hystrix;
Pennisetum alopecuroides;
Callistemon sieberi; and / or
Leptospermum liversidgei.
Bio-retention areas are to be incorporated within each of the three catchments in the proposed
development with both a sediment forebay and planted bio-retention filter area. The sediment
forebay is to mitigate the accumulation of coarse sediment near the basin inflow, which will
smother vegetation and reduce infiltration. The bio-retention basin is to be incorporated into the
base of the stormwater detention structure; the lower 300mm of the basin has been excluded
from the stormwater detention analysis of the basin and is to be dedicated to extended
detention, ensuring that sufficient volume from frequent storm events will pond in the basin and
percolate through the filter media receiving treatment.
A typical example of a bio-retention area in operation with suitable vegetation is presented in
Figure 6.1 below. A typical section is also presented in Figure 6.2.
Figure 6.1: Newly Constructed Bio-Retention Area (Salacia Waters, Paradise Point)
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Figure 6.2: Bio-Retention Basin Typical Cross-Section (courtesy of Healthy Waterways)
MODELLING OF THE DEVELOPMENT SITE
(MUSIC)
Modelling of the site was undertaken using the ‘Model for Urban Stormwater Improvement
Conceptualisation (MUSIC)’ as promoted by the Noosa Council and the South East Queensland
Healthy Waterways Partnership. The development was modelled using the split catchment
approach. An appropriate type of land use was applied to all surface types within the developed
catchments; with individual treatment devices assigned the relevant modelling treatment
parameters. Consequently, a treatment train was established for each catchment, ensuring that
all water discharging from site adheres to the specified Water Quality Objectives.
Meteorological data for input into MUSIC was obtained for the Cooroy Composite Station (station
number 40059) from the Bureau of Meteorology. Six minute time step rainfall data was
obtained for the climate period from 1/1/1973 to 31/12/1983. The catchment parameters of the
MUSIC modelling are specified within the South East Queensland Healthy Waterways
Partnerships’ Water by Design MUSIC Modelling Guidelines for South East Queensland Version
1 (2010), and have been modelled as such.
POLLUTANT SOURCE NODE DETAILS
Tables 6.2 and 6.3 show the pollutant source node parameters input into the MUSIC model.
These parameters have been utilised in accordance with the South East Queensland Healthy
Waterways Partnerships’ Water by Design MUSIC Modelling Guidelines for South East
Queensland Version 1 (2010).
Table 6.2: Rainfall – Runoff Parameters
Storage Capacity (mm/day) 18
Initial Storage (%) 10
Field Capacity (mm) 80
Initial Depth (mm) 50
Daily Recharge Rate (%) 0
Daily Baseflow Rate (%) 31
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Table 6.3: Rainfall – Runoff Parameters
Flow Type Industrial TSS log10 values TP log10 values TN log10 values
Urban Surface
Mean Std. Mean Std. Mean Std.
Type
dev dev. dev.
Baseflow Roof N/A N/A N/A N/A N/A N/A
Roads 0.78 0.45 -1.11 0.48 0.14 0.20
Ground level 0.78 0.45 -1.11 0.48 0.14 0.20
Stormflow Roof 1.30 0.44 -0.89 0.36 0.25 0.32
Roads 2.43 0.44 -0.30 0.36 0.25 0.32
Ground level 1.92 0.44 -0.59 0.36 0.25 0.32
MUSIC MODEL LAYOUT
A MUSIC model has been created with three conceptual Legal Point of Discharge (LPOD)
nodes in order to demonstrate that the site meets the pollutant removal targets as specified by
Council and the State Planning Policy. Separate land use types have been modelled to
represent; roof water runoff, runoff from hardstand impervious areas and runoff from grassed or
otherwise pervious areas within each catchment. Appropriate percentage impervious factors
have been applied to all nodes based on the proposed design detailed within the Engineering
Drawings presented in Appendix B.
Four separate bio-retention areas across thee catchments form the basis of the treatment train
and is represented in the model with appropriate areas and volumes. A diagrammatic view of
the MUSIC model layouts is presented in Figure 6.3.
139 Eumundi Noosa Road & 30 Lionel Donovan Drive, Noosaville Service Station and Retail Site—Stormwater
Management Plans
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Page 20
Figure 6.3: MUSIC Model Layout for Convenience Centre Development
The bio-retention areas for each catchment are listed below:
- Catchment 1: 33 m 2 of filter media area
- Catchment 21: 12m2 of filter media area
- Catchment 2b: 12m2 of filter media area
- Catchment 4: 72m2 of filter media area
FUEL AREAS
The proposed development will need to comply with the Australian Standard 1940 – The Storage
and Handing of Flammable and Combustible Liquids. An emergency storage container, capable
of containing, as a minimum, the quantity of at least the largest compartment of the delivery
tanker, is required to be installed to collect vehicle dispensing spillage, blown in rain and tanker
delivery spillages. In addition, the fuel dispensing area is to be treated by a package oil and grit
separator.
It is recommended to engage a suitably qualified hydraulic consultant to design the Fuel
Dispensing Area (FDA), Uncovered Forecourt Area (UFA) and the tanker unloading area
hydraulic management systems. Arcadis suggests the use of a specifically designed SPEL
Page 21
Puraceptor system to treat stormwater runoff in the Fuel Dispensing Area. Independent testing on the SPEL systems concluded the following removal efficiencies: 97% Total Suspended Solids (TSS) 100% >5mm Gross Pollutant Solids (GP) 99.9% of light liquids (TPH) (certified discharge quality of 5ppm or less) >30% particulate specialisation of phosphorous and nitrogen. <0.1mg/L hydrocarbon content (minimum requirement is 10mg/L) A risk assessment has been completed by SPEL proposing to use a P.070.S.C1.2C Puraceptor for the site. The risk assessment has been included in Appendix J. The Puraceptor tank and associated infrastructure is to be installed prior to the stormwater infrastructure discharging to Council assets. CONSTRUCTION PHASE WATER QUALITY An Erosion Hazard Assessment has been carried out for the proposed development – refer to Appendix I for a copy of the completed Noosa Council form. As a result of this assessment, it was determined that the site is a ‘low’ risk. During the construction phase of the development, an Erosion and Sediment Control Program (ESCP) will need to be implemented to minimise water quality impacts. A detailed Erosion and Sediment Control Program will be employed throughout the site. Details of the ESCP measures shall be provided on the operational engineering drawings for the site earthworks and civil engineering works. The contractor shall be responsible for the provision of the construction phase water quality objectives which shall be enforced by the preparation and implemention of an Erosion and Sediment Control Program. The ESCP shall be provided to all people involved with the construction, including sub- contractors, private certifiers and regulators. These guidelines will be formed in accordance with the Healthy Waterways Fact Sheet ‘Erosion and Sediment Control Management Plans’ and the ‘Best Practice Erosion and Sediment Control Guidelines.’
Page 22
CONCLUSION
The Site Based Stormwater Management Plan has been prepared to provide a design proposal
and guide to the stormwater quantity and quality management techniques for the proposed
Reconfiguration of Lot application across the convenience centre site.
The three primary objectives of this SBSMP have been to ensure that:
1. Suitable measures are incorporated in the development to ensure that there are no
adverse impacts to downstream receiving waterways, property or infrastructure
resulting from any increase to peak discharging stormwater flow rates;
This has been achieved by demonstrating that the proposed development does not
increase runoff flows from Lot 4 on SP159610. Development on Lot 31 SP170751 as part of
MCU14/0102.02 and OPW15/0051 involves the construction of a detention basin which will
detain peak flow discharges to the existing level.
2. Investigate flood issues affecting the site and set appropriate finished levels for the
proposed development to ensure adequate flood immunity is achieved.
This has been achieved by reviewing Council’s flood records. It was established that the
site is not affected by flooding.
3. Details of a proposed stormwater quality treatment train are provided to ensure the
discharge of stormwater from the site is of adequate quality standards to comply
with the requirements of Noosa Council and the South-East Queensland Healthy
Waterways Partnership.
This has been achieved by the provision of a proposed stormwater treatment train which
has been specifically designed and verified to achieve the necessary objectives under the
Water by Design ‘MUSIC Modelling Guidelines’ approach. The treatment train includes a
bio-retention area prior to the three legal points of discharge on site.
An assessment of the development against Noosa Council’s Stormwater Code has been
provided in Appendix H.
Additionally, an Erosion Hazard Assessment has been carried out which has identified that
the site is ‘low’ risk under the Noosa Council assessment guidelines. It is proposed that
appropriate Erosion and Sediment control devises and a detailed Erosion & Sediment
Control Plan are implemented throughout the site during construction.
This report has demonstrated that the design of the proposed development has taken all
necessary steps to adopt Water Sensitive Urban Design principals in full compliance of the
Queensland State Planning Policy (2013), the Environmental Protection (Water) Policy
1997, and The Australian Guidelines for Urban Stormwater Management (ANZECC 2000).
Stormwater Management Plans
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Page 23
APPENDIX A Architectural And Survey Plans 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Page 24
SkylineSurveyors
Suite8,DwyerHouse PHONE
0754934877
256NicklinWay FAX
WARANAQLD4575 0754934899
Page 25
SkylineSurveyors
Suite8,DwyerHouse PHONE
0754934877
256NicklinWay FAX
WARANAQLD4575 0754934899
Page 26
APPENDIX B
Engineering Drawings
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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LEGEND
CATCHMENT3
CATCHMENT2
CATCHMENT1
FH
FH
HYDERCONSULTINGPtyLtd
ABN76104485289
Level7,199GreyStreet
LockedBag2017
SkylineSurveyors SouthBrisbane,QLD4101
Australia
Tel:+610733370000
Fax:+610733370050
www.hyderconsulting.com
Page 28
LEGEND
FH
FH
HYDERCONSULTINGPtyLtd
ABN76104485289
Level7,199GreyStreet
LockedBag2017
SkylineSurveyors SouthBrisbane,QLD4101
Australia
Tel:+610733370000
Fax:+610733370050
www.hyderconsulting.com
Page 29
HYDERCONSULTINGPtyLtd
ABN76104485289
Level7,199GreyStreet
LockedBag2017
SkylineSurveyors SouthBrisbane,QLD4101
Australia
Tel:+610733370000
Fax:+610733370050
www.hyderconsulting.com
Page 30
APPENDIX C Flood Assessment 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Page 31
NOO S A
NO RTH I
!
SHORE N
RIVER FLOOD INFORMATION MAP 10-D34 - September 2012
HOW TO USE THIS MAP O
(1) Identify locations important to CE
R
you such as home, work, and Doonella
where your children go to school. Lake
NOOSA Noosa Home
(2) If any of these places are in LEISURE Maker Centre
Path: B:\Workflow\Projects\M3633_SCRC_Disaster_Management\R4815_Evacuation_Planning_Analysis\V20110809\Maps\Final Draft MXD's 23 Aug 2012\SCRC_Riverine_Flood_Hazard_Street-Level_PUBLIC_A4L_DDPAtlas_draft_20120828_1613_KelvinM.mxd - Printed on: 28/08/2012, Created by: at005, Date Created: Tuesday, 28 August 2012
one of the coloured zones, you T E WAN T IN CENTRE
I B S O NNoosa Village
may beat risk from river
flooding.
Noosa
(3) Discuss and develop an
Waters
NO
YB A R
emergency plan for you and your Canals
family, and identify potential NOOSA AUSTRALIAN
evacuation routes and high FOOTBALL CLUB
ground in your neighbourhood in
case roads are closed. LUTHERN
(4) During an event, stay tuned OVALS NO O S AV IL LE
to local radio, council's website, PARK
facebook and twitter sites for
updates and evacuation advice.
This area will flood first.
ey a Creek
In a major flood, waters
will be deepest here.
This area will flood after
the red zone in a
moderate flood. Noosa
Civic NOO S A
This area will flood after
the orange zone in a HE AD S
major flood.
This area may flood in
an extreme flood event
Lake
but water will be Weyba
shallower than other
zones. Disclaimer
This map has been produced in response to the recommendations of the Qld Floods Commission of Inquiry to promote While every care is taken to ensure the accuracy of this product, neither the Sunshine Coast Council nor the
awareness of potential flood prone areas. The information is of a general nature and is not intended to replace the State of Queensland makes any representations or warranties about its accuracy, liability, completeness or
need for site specific enquiry of Council records or to be a substitute for more formal flooding investigation required in suitability for any particular purpose and disclaims all responsibility and all liability (including without limitation,
0 125 250 500 any development approval or permit process. The information presented on this map is either model based, liability in negligence) for losses, damages (including indirect or consequential damage) and costs that may
derived from historic flood data, or estimated using the best judgement of a professional hydrologist. The map
Major Roads Metres is not accurate to the scale of a specific property and for some areas flood information is not available.
occur as a result of the product being inaccurate or incomplete in any way or for any reason.
Page 32
NOOSA
NO RTH
I
!
SHORE
STORMTIDE INFORMATION MAP 10-D34 - September 2012
w w w. noosa.qld.gov.au
HOW TO USE THIS MAP o osa Rive
(1) Identify locations important to AC
you such as home, work, and
where your children go to school. Noosa Home
NOOSA
(2) If any of these places are in LEISURE
Maker Centre
one of the coloured zones, you T E WAN T IN Noosa Village
Path: B:\Workflow\Projects\M3633_SCRC_Disaster_Management\R4815_Evacuation_Planning_Analysis\V20110809\Maps\Final Draft MXD's 23 Aug 2012\SCRC_StormTide_Flood_Hazard_Street-Level_PUBLIC_A4L_DDPAtlas_draft_20120828_1604_KelvinM.mxd - Printed on: 29/08/2012, Created by: at005, Date Created: Wednesday, 29 August 2012
CENTRE
may be at risk from stormtide AD
flooding. Doonella
(3) Discuss and develop an Lake
NO
Y BA R
emergency plan for you and your
family, and identify potential NOOSA AUSTRALIAN
evacuation routes and high Noosa FOOTBALL CLUB
Waters
ground in your neighbourhood in Canals
case roads are closed. LUTHERN
(4) During an event, stay tuned OVALS
to local radio, council's website, PARK
facebook and twitter sites for
updates and evacuation advice.
This area will flood when
the Bureau of Meteorology
(BOM) predicts a stormtide
of 1 metre above HAT.*
This area will flood after
the red zone when the NO O S AV IL LE NOO S A
Noosa
W
Bureau of Meteorology
(BOM) predicts a stormtide Civic HE AD S
of 1-2 metres above HAT.
This area will flood after
the orange zone when the
Lake
Bureau of Meteorology Weyba
(BOM) predicts a stormtide
of 2-3 metres above HAT.
Disclaimer
Major Roads This map has been produced in response to the recommendations of the Qld Floods Commission of Inquiry to promote
awareness of potential flood prone areas. The information is of a general nature and is not intended to replace the
While every care is taken to ensure the accuracy of this product, neither the Sunshine Coast Council nor the
State of Queensland makes any representations or warranties about its accuracy, liability, completeness or
need for site specific enquiry of Council records or to be a substitute for more formal flooding investigation required in suitability for any particular purpose and disclaims all responsibility and all liability (including without limitation,
0 125 250 500 any development approval or permit process. The information presented on this map is either model based, liability in negligence) for losses, damages (including indirect or consequential damage) and costs that may
* HAT- Highest Astronomical Tide Metres
derived from historic flood data, or estimated using the best judgement of a professional hydrologist. The map
is not accurate to the scale of a specific property and for some areas flood information is not available.
occur as a result of the product being inaccurate or incomplete in any way or for any reason.
levels are similar to King Tide levels.
Page 33
APPENDIX D
Site Specific IFD Charts
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Page 35
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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APPENDIX E Rational Method Calculations 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Page 37
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 1 (South Corner) Pre-Developed Discharge
Time of Concentration 5.0 minutes
Area of Catchment 0.10 Hectares
Fraction Impervious 0.85
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.01 Write anything here
1 year 0.71 128.57 0.02 that is applicable to
the analysis
2 year 0.75 163.17 0.03
5 year 0.84 200.83 0.04
10 year 0.89 222.29 0.05
20 year 0.93 252.10 0.06
50 year 1.00 291.10 0.08
100 year 1.00 320.76 0.08
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Page 38
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 1 (South Corner) Post-Developed Discharge
Time of Concentration 5.0 minutes
Area of Catchment 0.09 Hectares
Fraction Impervious 0.85
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.01 Write anything here
1 year 0.71 128.57 0.02 that is applicable to
the analysis
2 year 0.75 163.17 0.03
5 year 0.84 200.83 0.04
10 year 0.89 222.29 0.05
20 year 0.93 252.10 0.06
50 year 1.00 291.10 0.07
100 year 1.00 320.76 0.08
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Page 39
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 2 (Western Side) Pre-Developed Discharge
Time of Concentration 5.0 minutes
Area of Catchment 0.26 Hectares
Fraction Impervious 1
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.03 Write anything here
1 year 0.72 128.57 0.07 that is applicable to
the analysis
2 year 0.77 163.17 0.09
5 year 0.86 200.83 0.12
10 year 0.90 222.29 0.14
20 year 0.95 252.10 0.17
50 year 1.00 291.10 0.21
100 year 1.00 320.76 0.23
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Page 40
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 2 (Western Side) Post-Developed Discharge
Time of Concentration 5.0 minutes
Area of Catchment 0.24 Hectares
Fraction Impervious 0.9
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.03 Write anything here
1 year 0.71 128.57 0.06 that is applicable to
the analysis
2 year 0.76 163.17 0.08
5 year 0.85 200.83 0.11
10 year 0.89 222.29 0.13
20 year 0.93 252.10 0.16
50 year 1.00 291.10 0.19
100 year 1.00 320.76 0.21
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Page 41
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 3 (Eastern Side) Pre-Developed Discharge
Time of Concentration 17.7 minutes
Area of Catchment 0.42 Hectares
Fraction Impervious 0.1
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.03 Write anything here
1 year 0.58 76.83 0.05 that is applicable to
the analysis
2 year 0.61 97.75 0.07
5 year 0.68 121.01 0.10
10 year 0.72 134.41 0.11
20 year 0.76 152.84 0.13
50 year 0.83 177.08 0.17
100 year 0.86 195.52 0.20
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Page 42
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 3 (Eastern Side) Post-Developed Discharge
Time of Concentration 5.0 minutes
Area of Catchment 0.47 Hectares
Fraction Impervious 0.9
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.06 Write anything here
1 year 0.71 128.57 0.12 that is applicable to
the analysis
2 year 0.76 163.17 0.16
5 year 0.85 200.83 0.22
10 year 0.89 222.29 0.26
20 year 0.93 252.10 0.31
50 year 1.00 291.10 0.38
100 year 1.00 320.76 0.42
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Page 43
APPENDIX F
XP-RAFTS Hydrographs
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Page 44
EXISTING Q1 EXISTING Q100 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Page 45
DEVELOPED Q1
DEVELOPED Q100
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Page 46
MITIGATED Q1 MITIGATED Q100 139 Eumundi Noosa Road & 30 Lionel Donovan Drive, Noosaville Service Station and Retail Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-04.-smp.docx
Page 47
BASIN STORAGE
BASIN STAGE
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Page 48
APPENDIX G MUSIC Modelling Layout and Results 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Page 49
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Page 50
Catchment 1 Bio Retention Details
Catchment 2a Bio Retention Details
[OCR of page images]
Catchment 1 Bio Retention Details
Properties of 1 Bioretention =a)
Location roducts >>
po Inlet Properties AA a Lining Properties --__
Low Flow By-pass (cubic metres per sec) 0.000 |s Base Lined? 5 Yes [¥] No
Foi ic metres! 0.075
High Flow By-pass (cubic per sec) — Vegetation Propert
[pee ties © Vegetated with Effective Nutrient Removal Plants
Extended Detention Depth (metres) 0.15
Surface Area (square metres) 33.00 © Vegetated with Ineffective Nutrient Removal Plants
Fitter and Media Properties | © Unvegetated
Filter Area (square metres) 33.00
Unlined Fiter Media Perimeter (metres) 22.00 es
Overflow Weir Width (metres) 2.00
Saturated Hydraulic Conductivity (mm/hour) 200.00
Fiter Depth (metres) 0.70 Underdrain Present? {¥] Yes [fF] No
TN Content of Filter Media (mg/kg) 800 Submerged Zone With Carbon Present? © Yes [¥] No
Orthophosphate Content of Filter Media (mg/kg) 55.0 i 045
Depth (metres 0.45
\~ Infiltration Properties
Extitration Rate (mm/hr) 0.00 | —— | Notes... || sie |
Catchment 2a Bio Retention Details
Properties of 2a Bioretention (12) ete)
Location 2a Bioretention (12) =} Products >>
;~ Inlet Properties r~ Lining Properties
Low Flow By-pass (cubic metres per sec) 0.000 Is Base Lined? Yes No
Flor ic metres 0.075
High Flow By-pass (cubic metres per sec) — =
[Storage Pro © Vegetated with Effective Nutrient Removal Plants
Extended Detention Depth (metres) 0.20
Surface Area (square metres) 12.00 © Vegetated with Ineffective Nutrient Removal Plants
[Filter and Media Properties _| © Unvegetated
Filter Area (square metres) 12.00
Unlined Fitter Media Perimeter (metres) 18.00 CoS ES
Overflow Weir Width (metres) 2.00
Saturated Hydraulic Conductivity (mm/hour) 200.00
Fiter Depth (metres) 0.70 Underdrain Present? Yes [F] No
TN Content of Filter Media (mg/kg) 800 Submerged Zone With Carbon Present? © Yes [¥] No
Orthophosphate Content of Fitter Media (ma/ka) 55.0
Depth (metres: 0.45
(— Infitration Properties
Exitration Rate (mm/nr) 0.00 | Funes... | Notes... | | More
Page 51
Catchment 2b Bio Retention Details Catchment 3 Bio Retention Details 139 Eumundi Noosa Road & 30 Lionel Donovan Drive, Noosaville Service Station and Retail Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-04.-smp.docx
Page 52
Sources Residual Load % Reduction Flow (ML/yr) 1.16 1.11 44 Treatment Train Effectiveness TSS (kg/yr) 155 11.2 92.7 1 Outlet TP (kg/yr) 0.380 0.149 60.7 TN (kg/yr) 2.69 0.931 65.4 27/02/2015 8:21:51 AM Gross Pollutants (kg/yr) 19.0 7.73E-3 100.0
Page 53
Sources Residual Load % Reduction Flow (MU/yr) 1.17 1.16 1.2 TSS (kg/yr) 402 74.6 81.4 2a Outlet Treatment Train Effectiveness TP (kg/yr) 0.677 0.243 64.1 TN (kg/yr) 2.68 1.37 48.8 11/11/2015 4:10:17 PM Gross Pollutants (kg/yr) 27.2 0.00 100.0
Page 54
Sources Residual Load % Reduction Flow (MUjr) 1.24 1.23 1.2 TSS (kg/yr) 568 105 81.5 2b Outlet Treatment Train Effectiveness TP (kg/yt) 0.860 0.285 66.9 TN (kg/yr) 2.88 1.53 46.9 11/11/2015 4:11:46 PM Gross Pollutants (kg/yr) 29.1 0.00 100.0
Page 55
Sources Residual Load % Reduction Flow (MLIyr) 6.48 6.37 18 Treatment Train Effectiveness TSS (kg/yr) 1.40E3 187 86.7 3 Outlet TP (kg/yr) 2.65 1.02 61.3 TN (kg/yr) 15.1 6.78 §5.2 27/02/2015 8:22:17 AM Gross Pollutants (kg/yr) 144 1.05 99.3
Page 56
APPENDIX H Noosa Council Stormwater Code Compliance 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Page 57
SPECIFIC OUTCOMES, ACCEPTABLE SOLUTIONS AND PROBABLE SOLUTIONS
FOR THE WATER SENSITIVE DESIGN CODE
SPECIFIC OUTCOMES PROBABLE SOLUTIONS SITE COMPLIANCE
Water reuse S1.1 Complies:
O1 Development complies with - The development
Development uses a the water quality standards includes three
combination of detention in Table 2 of the SEQ bioretention systems
and retention systems to Regional Plan and a detention
capture run-off from areas Implementation Guideline basin to ensure that
on the site No.7 for Water Sensitive peak flow
AND Urban Design; discharges are
mitigated and water
O2 quality is maintained
S2.1
Water storage devices - Water detained on
must have sufficient No solution provided
site will not be for
capacity having regard to potable use
local rainfall pattern and S3.1
the catchment area of roof - Site is not within the
Captured water is plumbed Shire Business
or other hard standing to be available for all
surface Centre
external uses including
AND gardening, irrigation,
O3 ponds, filling swimming
Captured water is utilised pools and outdoor
for all non-potable uses on cleaning, as well as all
site; ground floor toilet cisterns
and washing machine cold
AND
taps;
O4
On-site detention does not AND
adversely impact on water
requirements downstream S3.2
of the site where the water Where the captured water
is required to sustain the is used for toilet flushing
ecology and hydrology of and/or laundry use, an
downstream systems automatic or manual
(environmental flows); interchange device that
AND allows alternate use of
captured water or the
O5 reticulated water supply is
Within the Shire Business installed to ensure that
Centre site, as shown on there is a continual supply
Map SBC, on-site detention of water for sanitary
measures are contained flushing and laundry use.
within the developed S4.1
areas of the site,
clear of drainage lines and No solution provided
Open Space Precincts. S5.1
No solution provide
Eumundi Stormwaster Code Compliance Page 1
Page 58
Run-off treatment S6.1 & S7.1 Complies - the
O6 Development complies with development includes bio-
Run-off that leaves the site the water quality standards retention systems that will
is treated so as not to in Table 2 of the SEQ meet all water quality
adversely impact on the Regional Plan standards.
ecology and hydrology of Implementation Guideline
downstream environmental No. 7 for Water Sensitive
flows Urban Design
AND
O7
Within the Shire Business
Centre site, as shown on
Map SBC—run-off
treatment occurs within the
site; and drainage lines are
only used for final polishing
of run-off
Town water supply S8.1 Complies – this will be
connections A suitable backflow installed during
O8 prevention device is construction phase
Backflow devices or similar installed to protect the
systems ensure water potable water within the
reuse facilities have no reticulated water supply in
impact on the quality of the accordance with AS/NZS
town mains water 3500:2003 Plumbing and
Drainage
Use of natural treatments S9.1 & S10.1 Complies – the
and systems Development complies with development includes bio-
O9 the water quality standards retention systems that will
Natural treatment in Table 2 of the SEQ maintain water quality
strategies, including grass Regional Plan standards.
swales and bio- retention Implementation Guideline
systems, vegetated No. 7 for Water Sensitive
filtration strips and gross Urban Design
pollutant traps, are used
wherever practicable;
AND
O10
Within the Shire Business
Centre, as shown on Map
SBC—where necessary,
drainage lines are
ecologically enhanced to
ensure that the water
quality polishing functions
are of high standard
Eumundi Stormwaster Code Compliance Page 2
Page 59
APPENDIX I
Noosa Council Erosion Assessment Form
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Page 60
SCHEDULE 2—EROSION AND SEDIMENT CONTROL ASSESSMENT 1; Preamble Erosion and sediment control on building sites Builders must not pollute the environment. The Environmental Protection Act provides for penalties for persons or entities causing environmental harm. Soil erosion on building sites can be a major source of sediment pollution (environmental harm) in our watercourses, A single building site can lose up to four truckloads of soil in one storm. Washed from the sites into stormwater drains, this sediment can cause flooding and also affects the water quality and the fish stocks in our creeks, lakes and the Noosa River system. Preventing sediment run-off from building sites is one of a number of ways that Council and industry are improving our watercourses. Effective on-site erosion and sediment control provides the following benefits— e Abetter looking, more marketable site; e Improved wet weather working conditions; e Reduced stockpile losses; e Less mud and dust problems; e Reduced clean-up costs; e Fewer public complaints; e Better public image; e Cleaner watercourses; and e Better fishing and swimming in our nearby watercourses. 2, Erosion Hazard Assessment Form Controlling Factors me) Score Checking Predominant slope’ of the whole site, prior to building works: ¢ 0-3% slope >3% - 5% slope >5% - 10% slope >10% - 15% slope > 15% slope ann AO Sandy soil/gravel ° ° e e Soil type: (see 7 below) ° e Sandy loam [ ' The term ‘predominant slope’ is defined in Part 2 Section 2.12. $2.1 The Noosa Plan Including amendments to 16 September 2013
Page 61
The Noosa Plan Ircluding amendments to 16 September 2013 Controlling Factors de Stteh 2) Checking e Clay loam 2 e _Claysoil 2 Anticipated duration of site disturbance: (see 2 below) e Duration < 2 weeks 0 e 2weeks # Duration <3 months 2 7. e 3months # Duration <6 months 4 e Duration > 6 months 5 Month that works are undertaken: (see 3 below) e August, September 0 e April, May, June, July, November, October 1 E e March December 2 e__ January February 3 _ - Offsite sediment control (i.e. down slope of the soil disturbance): | e Score 1 point if there is no purpose built, operational | and well maintained sediment traps (eg. sediment basin, gross pollutant trap or purpose built wetland) QO to catch sediment before it enters a water body with environmental values (eg. creek, natural wetland, river or bay) (see 4 below) Run-off entering the site: e Score 1 point if stormwater run off entering the site is 1 QO not diverted away from the soil disturbance Extent of site disturbance: e Score 2 points if building work requires reshaping of the ground surface (eg. ‘cut and fill’ works) (see 5 2 G below) e Score 5 points if the area to be disturbed is greater 5 than 600m? Works within environmentally sensitive areas: e Score 11 points if the disturbance is within the banks of a watercourse (see 6 below) 11 e Score 5 points if the disturbance is within 50m of the top of bank of a watercourse 5 O e Score 2 points if the disturbance is between 50m and 100m of the top of bank of a watercourse 2 TOTAL SCORE (See 7 & 8 below) | - Notes: 1. Where there is more than one type of soil on the site, select the category with the highest point value. 2. The time, from when the building site will first become vulnerable to erosion, to the time the soil will be fully stabilised (eg. grassing). 3. If this time span covers more than one category, select the category with the highest point value. Note that if there is no grass/vegetation cover on the site before building work has started, the time span starts from the time this form is completed. 4. If you are not sure, score 7 point. 5. For the purpose of this form, ‘cut and fill’ works are those that will result in a steep batter or retaining wall above and/or below the building slab, greater than 1 metre in height. If the building slab has already been fully cut and stabilised (eg. grassed) during the subdivision stage, score 0 points. 6. Watercourse means any clearly identifiable creek, stream or river, whether flowing permanently or intermittently. 7. For a high risk site, the total score is > 14 points. 8. Fora lowrisk site, the total score is < 14 points. $2.2
Page 62
APPENDIX J SPEL Eumundi Servo Puraceptor Risk Assessment [OCR of page images] APPENDIX J SPEL Eumundi Servo Puraceptor Risk Assessment
Page 63
SPEL Puraceptor Report
For
Eumundi Service Station and
Commercial Centre
Date: Mar 2017 Brisbane Office
Client: Noosa Shire Council 96 Cobalt Street
Carole Park QLD 4300
Issue: 1
P +61 7 3271 6960
F +61 2 9630 0369
E [email protected]
www.spel.com.au
Page 64
Table of Contents
List of Tables ......................................................................................................................... 3
List of Figures ........................................................................................................................ 3
1.0 Introduction ............................................................................................................... 5
1.1 Objectives ............................................................................................................... 6
1.2 Scope ...................................................................................................................... 6
2.0 The SPEL Puraceptor................................................................................................... 6
2.1 Components ........................................................................................................... 8
2.1.1 Coalescing Filter............................................................................................... 8
2.1.2 SPEL Auto Closure Device (ACD) ....................................................................... 9
2.1.3 SPEL Automatic Alarm/Monitoring System .................................................... 10
2.2 SPEL Puraceptor Sizing .......................................................................................... 12
2.3 SPEL Puraceptor Application Areas........................................................................ 12
2.4 Performance Analysis............................................................................................ 12
2.4.1 University of South Australia Testing – Oil & TPH ........................................... 12
2.4.2 HR Wallingford Testing – Oil & TPH ................................................................ 14
2.4.3 Australian Field Testing – Oil & TPH ............................................................... 14
2.4.4 Woolworths Bomaderry................................................................................. 15
2.4.5 Caltex-Woolworths - Lakewood. .................................................................... 17
2.4.6 Caltex Woolworths - Warner.......................................................................... 20
2.4.7 Freedom Fuels - Southport............................................................................. 22
3.0 Maintenance Procedures.......................................................................................... 25
3.1 Coalescer Unit....................................................................................................... 25
3.2 Coalescer Foam..................................................................................................... 25
3.3 Vacuum removal of Fuel & Silt .............................................................................. 26
3.4 Vacuum removal of Complete Contents (If Necessary).......................................... 26
3.5 Re-insert Coalescer Unit and ACD ......................................................................... 26
3.6 SPEL Automatic Alarm/Monitoring System ........................................................... 26
4.0 Conclusion................................................................................................................ 28
5.0 References ............................................................................................................... 29
6.0 List of Appendices .................................................................................................... 30
Appendix 1 – British Standard BS EN 858......................................................................... 30
Appendix 2 – Oil Alert Technical Settings and Operation & Maintenance Manual ........... 30
Appendix 3 – UniSA Lab Tests & Independent Validations ............................................... 30
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Appendix 4 – HR Wallingford testing ............................................................................... 30
Appendix 5 – Field test results (Australia)........................................................................ 30
List of Tables
Table 1. - Reduction of Total Petroleum Hydrocarbons, UniSA............................................................................ 13
Table 2. – Test results of SPEL Separators, HR Wallingford .................................................................................. 14
Table 3. Water Quality Analysis results – Woolworths Bombaderry.................................................................... 17
Table 4. Water Quality Analysis results – Woolworths Lakewood ....................................................................... 19
Table 5. Water Quality Analysis results – Woolworths Warner ........................................................................... 22
Table 6. Water Quality Analysis results (values exceeding 10ppm highlighted in yellow) ................................... 24
List of Figures
Figure 1. SPEL Puraceptor and its major components............................................................................................ 8
Figure 2. Actual coalescer unit (Left), the unit with its lifting chains (Centre) and the unit’s guide rail system,
locating and locking system (Right) ........................................................................................................................ 9
Figure 3. Automatic closure device within the SPEL Puraceptor .......................................................................... 10
Figure 4. Oil Alert Probe and its Location in the Puraceptor ................................................................................ 10
Figure 5. Automatic closure device within the SPEL Tank .................................................................................... 11
Figure 6. Woolworths Bomaderry site (shown by yellow line)............................................................................. 15
Figure 7. Location of Puraceptor on site plan....................................................................................................... 16
Figure 8. Section through Puraceptor showing sample points............................................................................. 16
Figure 9. Woolworths Lakewood site (shown by yellow line). ............................................................................. 18
Figure 10. Section through Puraceptor showing sample points........................................................................... 19
Figure 11. Woolworths Warner site (shown by yellow line). ............................................................................... 20
Figure 12. Section through Puraceptor showing sample points........................................................................... 21
Figure 13. Freedom Fuels site (shown by yellow line).......................................................................................... 23
Figure 14. Section through Puraceptor showing sample points........................................................................... 24
Figure 15. Maintenance Schematic. ..................................................................................................................... 25
Figure 16. Maintenance process relevant to SPEL Puraceptor components........................................................ 27
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DOCUMENT CONTROL RECORD
Prepared By: Dr Darren Drapper, B.Eng(Env)Hons, PhD(EnvEng), MBA,
CertIV (WHS), RPEQ, NPER.
Position:
Research & Development
Signed:
Date:
Feb 2016
Reviewed By:
Andy Hornbuckle
Position:
Team Leader - Australasia, SPEL Environmental
Signed:
Date:
Feb 2016
REVISION STATUS
Revision No. Description Of Revision Date Approved
Submission Feb 2016
1
RELIANCES, USES AND LIMITATIONS
This report is copyright and is to be used only for its intended purpose by the intended recipient and is not to
be copied or used in any other way. The report may be relied on for its intended purpose within the limits of
the following disclaimer. This study, report and analysis have been based on the information available to SPEL
Environmental at the time of preparation SPEL Environmental accepts responsibility for the report and its
conclusions to the extent that the information was sufficient at the time of preparation. SPEL Environmental
does not take responsibility for errors and emissions due to incorrect information or information not available
to SPEL Environmental at the time of preparation of the study, report or analysis
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1.0 Introduction
SPEL Environmental has been requested by Noosa Shire Council to prepare a report for the SPEL Puraceptor to
demonstrate the overall compliance of the Puraceptor and its performance in removing hydrocarbons from
stormwater, compliant with Council requirements. And in addition achieve the capture of a large spill that may
occur as a result of tanker unloading and retain it as a holding tank function via the auto-closure device. The
SPEL Puraceptor is sized to collect the oily runoff from all the high risk area on site and treat it to less than 5 ppm
hydrocarbon concentration and discharge to stormwater. The aerial view of the site is shown below:
The site is a proposed Service Station and Commercial Centre located in 139 Eumundi Noosa Road Eumundi, QLD
which is about 120 km north of Brisbane and under Noosa Shire Council. The undercanopy area of the Service Station
will be considered as high risk and will therefore be treated by the Puraceptor.
The proposed SPEL Puraceptor for this siteis a P.070.S.C1.2C which has a spill capacity of 12,400 Litres.
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1.1 Objectives
The overall objective of this report is to demonstrate that the SPEL Puraceptor can treat the stormwater runoff
to remove hydrocarbons providing superior advantages to the suggested design by Council (i.e. Blind Sump),
and to demonstrate that it can isolate and retain a spill should it occur.
1.2 Scope
The scope of this document includes the following:
demonstrate the operation of the Puraceptor is equivalent or better than the conditioned set up of a
blind sump for a large amount of hydrocarbon spill;
presentation of the testing results of both laboratory and field installations for hydrocarbon removal;
and
Discussion of applications in under-canopy and other sites areas.
2.0 The SPEL Puraceptor
The SPEL Puraceptor is a full retention oil separator that treats the runoff generated from fuel stations. It is sized
to contain more than the anticipated maximum oil spillage (industry standard practice is 8,000L) enabling it to
be fully operational at all times. The flow tests conducted by the University of South Australia Hydraulics
Research Laboratory (UniSA) and at HR Wallingford United Kingdom confirms that the unit complies with the
European Standard BS EN 858.1.2006. The Australian Runoff Quality Handbook (ARQ) makes several references
to the BS EN 858.1.2006 standard in chapter 9 (Hydrocarbon Management). The SPEL Puraceptor achieves a
water discharge quality of less than 5 mg light liquids per litre, complying with European Standard BS EN 858
(Appendix 1). Treatable flow rates range from 2 L/sec to 200 L/sec and its pipe sizes range from 100mm to
450mm. SPEL Puraceptor units are glass reinforced plastic vessels made by the technical advanced chop hoop
filament winding process (patented) producing circumferential and longitudinal strength complying with BS4994
FRP Pressure Vessel code and AS 2634FRP Chemical Equipment to ensure the construction meets the necessary
strength and stability requirements. The tank is designed to accept ground conditions with low stiffness down
to 4.8MPa, water tables are set to ground level as standard with a minimum depth of cover, based on a standard
soil density.
The treatment efficiency in SPEL Puraceptor Class 1 is:
>99.9% hydrocarbons reduction
>97% sediment reduction for median particle size distribution 70µm
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SPEL Puraceptors are easy and safe to clean and maintain, with provision to both chambers through manholes
conveniently placed for vacuum - loading truck access. Cleaning is performed by personnel from outside the
tank. Entry of the tank is not required, satisfying OH&S requirements.
The SPEL Puraceptor has many unique benefits and covers a broad duty range, making it the obvious choice to
avert runoff contamination, and treat hydrocarbon and TSS runoff. Some of the benefits include:
Suitable to discharge to local rivers and streams;
Approved to the stringent European Standard BS EN 858.1 2006;
Complies with the Department of Environment Climate Change Water of NSW [DECCW] for stormwater
quality;
Lightweight fibreglass horizontal construction;
Complying with ANZECC 2000 Guidelines;
Complying with the standards of Department of Environment and Resource Management of QLD
[DERM];
Complying with Environmental Protection Agency [EPA] of South Australia, Northern Territory,
Tasmania & Victoria;
Australian and New Zealand Environment Conservation Council Guidelines for recreational water
quality and aesthetics (Chapter 5);
Complying with the Australian Airport [Federal] Environmental Protection Act;
Complying with the “no visible trace or sheen of oil or grease on released waters” condition forced by
the Department of Water;
Duty range 2L/sec - 200L/sec;
Coalescer pack to improve output quality to less than 5mg/L;
Oil Level probe for continuous monitor;
Auto Closure Device for bulk spill protection;
Gravity driven;
One piece unit for easy on-site installation;
No power requirement for auto closure device — failsafe protection from light liquid spills (Puraceptor
model);
Cost effective;
Compliments other components in the treatment train;
Discharge to stormwater/receiving environment drain or as site requires.
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2.1 Components
The Puraceptor Class 1 is a gravity-type, passive, full retention flow system that treats all flows through two
chambers. Low velocity laminar flow provides quiescent conditions in the separator enabling the light liquid
content of the water to separate and rise to the surface due to the difference in density of the hydrocarbons
and water. Contaminated water cannot flow directly across the surface before effective separation has taken
place. Treatment process involves the `cleaner` water passing from the primary chamber by underflow into the
secondary chamber and finally through a coalescing filter mounted in the secondary chamber to `collect` smaller
droplets of hydrocarbons and encourage larger droplets to form enabling better removal by gravity to the
collecting area in the sealed secondary chamber. The SPEL Puraceptor is sized to treat and capture all flows.
There is no bypass facility, meaning all pollutants are captured and retained between maintenance cycles. Figure
1 illustrates a sectional view of the SPEL Puraceptor and its components.
Figure 1. SPEL Puraceptor and its major components
2.1.1 Coalescing Filter
The coalescer is a high-reticulated and high-contact surface filter with a minimum life span of eight years. It is
mounted into the secondary chamber, providing a coalescing process for the separation of smaller oil droplets.
Incorporated in the secondary chamber prevents the coalescer from being blocked in the event of major
spillages and large amounts of accumulated hydrocarbon or heavy silt content in the surface water.
SPEL Coalescer Units Guide Rail System/Lifting, Locating and Locking System
This facilitates easy insertion and removal of coalescer unit. The system is robust, manufactured throughout in
stainless steel and is action positive, leaving no doubt the coalescer unit is located properly. Brackets fixed to
the top and bottom of the coalescer unit simply engage the stainless steel guide rail fixed to the top of the stub
access shaft.
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Figure 2. Actual coalescer unit (Left), the unit with its lifting chains (Centre) and the unit’s guide rail system,
locating and locking system (Right)
The coalescer is then lowered in the normal way, being guided at the correct angle into the conical base unit
which finally locates the coalescer unit into its final position. Extension guide rails can be incorporated into the
SPEL extension shafts to suit (preferably when ordered with the separator). However, when the separator is full
of water, debris or sludge accumulated over a period could prevent the coalescer unit from re-seating correctly
after servicing. The coalescer unit lifting / locating / locking system ensures the coalescer unit is seated correctly
and can be locked into position to prevent tampering. The stainless steel lifting handle can be extended to suit
deep tank inverts and provide easy access for lifting manually or with a tripod and hoist utilising the lifting hook.
2.1.2 SPEL Auto Closure Device (ACD)
The Automatic Closure Device (ACD) is found in the first chamber of a Puraceptor. The purpose of the ACD is to
close the separator off automatically when the maximum storage capacity of light liquid is attained. The ACD is
to ensure that in the event of a major spillage, pollutants do not pass into the drainage system; it should not be
regarded as a substitute for an automatic alarm / monitoring system. The ACD is a specifically designed copper
float that is semi-buoyant and floats at the oil/water interface. As the oil depth increases in the Puraceptor
(during a spill), the ACD float remains at the oil/water interface and subsequently floats lower, closer to the
outlet point. The ACD seal hangs 400mm below the ACD float such that it will fully close the outlet port 400mm
before the oil/water interface reaches the outlet port. This minimises the potential risk of any oil spill being
entrained from the Puraceptor.
Operation and Maintenance
If the tank should fill with light liquid, the ACD which is calibrated for a specific gravity of 0.85 will automatically
sink and isolate the SPEL Puraceptor. Normally routine maintenance would include removing light liquid
intercepted within the Puraceptor. If a SPEL automatic alarm/monitoring system is incorporated, it will
automatically indicate when the Puraceptor should be emptied. Only in an emergency will the Puraceptor fill to
its maximum and operate the ACD. In such an event the Puraceptor should be completely vacuumed out and
the ACD lifted out. To re-insert the ACD, partially fill the Puraceptor with clean water (if necessary) to ensure the
ACD when re-inserted remains floating and then re-insert the ACD. Finally check the ACD is floating and the
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retaining cap has been replaced to safeguard against its removal by unauthorised persons, unless depth of tank
precludes doing so from ground level.
Figure 3. Automatic closure device within the SPEL Puraceptor
2.1.3 SPEL Automatic Alarm/Monitoring System
The SPEL automatic alarm/monitoring system provides an audible warning alarm when the level of the oil in the
SPEL separator reaches approximately 10% of the storage volume under static liquid level conditions. This is an
early warning system that is used for spills or lack of maintenance. The system comprises of a probe mounted in
the main separation chamber which senses when the design volume of hydrocarbons has accumulated and
sends a signal to the electronic control unit activating a red ‘empty now’ warning light and an audible alarm.
Figure 4. Oil Alert Probe and its Location in the Puraceptor
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Operation
The probe is freely suspended in the probe protection tube in the separator at the correct level. When the oil-
layer or depth of hydrocarbons reaches the predetermined level, the top of the probe will be immersed in the
oil, breaking the circuit and activating the alarm. It is a ‘fail-safe’ system providing complete assurance that it is
operative. If a fault occurs, the fault lights activate immediately.
Installation
The control unit has been designed to be located indoors and outdoors. It should be wall mounted and positioned
such that the LED display and push switches on the front panel can be readily seen and accessed. The unit can
be secured to the wall by using the four mounting holes provided. Included within the control is an intrinsically
safe circuit (approved according to ATEX Directive 94/9/EC), to which the probe unit is connected. The probe and
the circuit are intrinsically safe and are attached to a remote control unit.
Figure 5. Automatic closure device within the SPEL Tank
The control unit should be connected to a suitable 220/240V AC supply and fused at 3 amps. This appliance must
be earthed. Wiring from the control unit to the probe junction box in the separator chamber requires a 3-core
screened, 0.75 mm core section cable and maximum cable length is 300 metres. A 5 metre 3-core probe cable
is normally fitted to the junction box and the probe. After all connections have been made, the cables must be
secured by tightening each entry gland.
Certificate of conformity
The alarm device has been approved to be used in explosion-hazardous areas. The control unit and probe are
approved according to ATEX Directive 94/9/EC. These approvals mean that the probes can be installed in Zone
0, which is continuously explosion-hazardous.
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2.2 SPEL Puraceptor Sizing
The sizing of the SPEL Puraceptor is based on the Rational Method that is common practice among water
engineers to determine the treatment flow rate as a result of rainfall events. The geographical location of the
site by means of its latitude and longitude figures is used along with the Intensity-Frequency-Duration (IFD) data
provided by the Bureau of Meteorology to determine the amount of Rainfall Intensity relevant to the duration
of time of concentration of the catchment area and 3 month ARI (Annual Recurrence Interval).
2.3 SPEL Puraceptor Application Areas
Typically, fuel stations have been required to install a blind sump to capture any hydrocarbon spills. A blind sump
is effectively an underground tank that has no outlet. These sumps have been designed with an upstream
drainage network to capture runoff from the under-canopy areas and the fill box used by tankers to refill
underground tanks. These areas have traditionally been considered the “high-risk” areas for fuel spills, and so
treatment measures have focussed on capturing and retaining runoff/spills from these areas for subsequent
removal via vacuum truck. In reality, a hydrocarbon spill is a higher risk anywhere on a fuel station site in
comparison to a residential catchment, for example. It is considered, therefore, that runoff from all areas of fuel
stations should be treated. Where this becomes problematic with blind sumps, is that they provide no treatment
and are simply capture systems. Therefore, they must be emptied each time they are full. In many cases, blind
sumps fill with stormwater that occupies, and reduces, hydrocarbon volume should a spill occur. The solution is
to implement a treatment system that can remove hydrocarbons from stormwater runoff, allowing treated
water to escape, yet retain hydrocarbons and seal the system if a spill occurs. This is the function provided by
the Puraceptor.
2.4 Performance Analysis
SPEL Puraceptor devices have undergone rigorous and comprehensive testing for total suspended solids, heavy
metals and hydrocarbons. The reduction values listed within are from flow tests conducted by the University of
South Australia Hydraulics Research Laboratory (UniSA) and at HR Wallingford United Kingdom.
2.4.1 University of South Australia Testing – Oil & TPH
Tests were performed at the UNISA Hydraulics Research facility with the device in flow mode, with the following
results. Test methodology was done to European Standard BS EN 858.1 Section 8.3.
The oily water mix compiled by the UniSA was specifically made to replicate service station runoff. This field
testing illustrates that for an inflow of 5699 mg/l (5% over test target level of 5000 mg/l), which was expected
to have deleterious effects on the performance of the unit, the SPEL Puraceptor was able to treat the runoff to
a TPH concentration complying with the most stringent standards. This, highlights the conservative and rigorous
character of the testing conducted by UniSA. As such, the Puraceptor is considered to qualify as a Class 1 light
liquid separator in accordance with EN 858-1. Moreover it should be noted that Environmental Authorities
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worldwide regard less than 10 ppm as being the benchmark for no visible trace or sheen. Table 1 shows that
discharge water quality reduction remains constant at <0.1ppm of TPH translating to `no visible trace` from a
constant inflow concentration of 5,000ppm. The detail of the testing can be reviewed in Appendix 3.
The Hydrocarbon mix used for the University of South Australia testing program was formulated to replicate the
carbon fraction breakdown that we see in the field on service stations all over Australia. The NATA detection
instruments detect all forms of hydrocarbon as in free phase, emulisified and dissolved fractions. The C6 – C9
fraction represents the BTEX (Benzene, Toluene, Ethylbenzene, and Xylene) constituent of the mix.
Table 1. - Reduction of Total Petroleum Hydrocarbons, UniSA
Inflow Outlet Samples TPH Fraction Concentrations Calculated
Hydrocarbon
EQL* Concentration Mean
Fraction
(Total 5699.0) Concentration
1 2 3 4 5
C6-C9 0.02 0.15 <0.02 <0.02 <0.02 <0.02 <0.02 <0.02
C10-C14 0.04 125.43 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04
C15-C28 0.10 5570.62 <0.1 0.162 <0.1 <0.1 <0.1 < 0.032
C29-C36 0.1 3.42 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1
* Detection Limit: Estimated Quantitation Limit Results expressed in mg/l
Results show below detection levels of hydrocarbons of all carbon fractions except for C15-C28 with the level
just above the EQL at 0.162ppm. This is still less than the 10ppm target.
Independent Standard and Validation
The British Standard and the independent validation applied to the SPEL Puraceptor™ separators provides the
council the appropriate latitude to assess the product and the catchment design unencumbered by commercial
partiality. Please refer to the test data in Appendix 3.
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2.4.2 HR Wallingford Testing – Oil & TPH
Tests were performed by HR Wallingford facility and at HR Wallingford UK with the device in flow mode, with
the following results. Test methodology was done to European Standard BS EN 858.1 Section 8.3. The results
are presented below.
Table 2. – Test results of SPEL Separators, HR Wallingford
Separator Model Range Average effluent oil
concentration* (mg/L)
NS4 <0.1
NS6 Puraceptor <0.1
NS30 0.5
NSB8 <0.1
NSB10 Stormceptor 0.7
NSB30 0.3
*Average of five samples with the requirement that none has an oil concentration higher than 10mg/L.
2.4.3 Australian Field Testing – Oil & TPH
Grab samples have been collected from a number of installations across Australia immediately after rainfall
events to compare the concentration of hydrocarbons in the inlet chamber to the outlet pipe. The results have
been collated for Woolworths Bombaderry, Woolworths Lakewood and Woolworths Warner and are presented
below.
Flow-weighted, Event Mean Concentration (EMC) field testing has commenced at a Freedom Fuels Station on
the Gold Coast and only 2 qualifying events have been recorded at present. This information will be released to
industry once further events have been received and reported on by the independent research organisation.
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2.4.4 Woolworths Bomaderry
The Caltex Woolworths Bomaderry Fuel station site is located on the Princes Highway, Bomaderry, NSW, 2541.
The site is predominantly hardstand with a canopy over the refuelling area, some landscaped area to the rear of
the site and a shop area. The SPEL Puraceptor is located in the north-eastern corner of the site, shown on Figure
6 by a red dot.
Figure 6. Woolworths Bomaderry site (shown by yellow line).
The site layout is shown in Figure 7, with details of the drainage network and the alignment of the Puraceptor
and Legal Point of Discharge. Grab samples were collected from the upstream access chambers to the
Puraceptor (Locations 1 and 2, yellow dot) and from the treated downstream chamber of the Puraceptor
(Location 3, green dot) as shown in Figure 8.
The results of the water quality analyses are presented in Table 1. An evaluation of the percentage removal of
the pollutant concentrations as the water passes through the Puraceptor is presented in Table 3, though it is
recognised that the grab samples provide a snapshot of a single point in time.
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Figure 7. Location of Puraceptor on site plan.
2
1 3
Figure 8. Section through Puraceptor showing sample points.
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Table 3. Water Quality Analysis results – Woolworths Bombaderry
Second
Chamber Third
and manhole
First Chamber manhole (3) Removal
LOR Unit and manhole (1) (2) (Outlet) Efficiency
S14- S14-
Report Reference S14-Ap04581 Ap04582 Ma19519 (1)-(3)
Total Recoverable Hydrocarbons - 1999 NEPM Fractions
TRH C6-C9 0.02 mg/L 6.9 5.6 0.16 97%
TRH C10-C14 0.05 mg/L 1400 530 0.08 99%
TRH C15-C28 0.1 mg/L 4900 1700 0.3 99%
TRH C29-C36 0.1 mg/L 4.5 1.6 <0.1 100%
TRH C10-C36 (TOTAL) 0.1 mg/L 6300 2200 0.4 99%
BTEX
Benzene 0.001 mg/L <.01 <.01 <0.001 -
Toluene 0.001 mg/L 0.039 0.035 <0.001 100%
Ethylbenzine 0.001 mg/L 0.24 0.23 <0.001 100%
m&p-Xylenes 0.002 mg/L 3.3 2.7 0.052 98%
o-Xylene 0.001 mg/L 1.9 1.7 0.037 98%
Xylenes - Total 0.003 mg/L 5.2 4.4 0.088 98%
Total Recoverable Hydrocarbons - 2013 NEPM Fractions
Napthalene 0.02 mg/L 0.44 0.45 <0.02 100%
TRH C6-C10 0.02 mg/L 16 12 0.17 99%
TRH C6-C10 less BTEX (F1) 0.02 mg/L 10 7.6 0.08 99%
TRH>C10-C16 0.05 mg/L 2900 1100 0.11 99%
TRH>C10-C16 less
Napthalene (F2) 0.05 mg/L 2900 1100 0.11 99%
TRH>C16-C34 0.1 mg/L 3700 1300 0.3 99%
TRH>C34-C40 0.1 mg/L <0.1 0.2 <0.1 100%
2.4.5 Caltex-Woolworths - Lakewood.
The Caltex Woolworths Lakewood Fuel station site is located at 108 Sirius Drive, Lakewood, NSW, 2443. The site
is predominantly hardstand with a canopy over the refuelling area, some landscaped area to the rear of the site
and a shop area. The SPEL Puraceptor is located in the south-western corner of the site, shown on Figure 9 by a
red dot.
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Figure 9. Woolworths Lakewood site (shown by yellow line).
Grab samples were collected on 11th July 2014, from the upstream access chambers to the Puraceptor (Location
1, yellow dot) and from the treated downstream chamber of the Puraceptor (Location 2, green dot) as shown in
Figure 10. Chemical analyses were performed by eurofins I mgt laboratories.
The results of the water quality analyses are presented in Table 4. An evaluation of the percentage removal of
the pollutant concentrations as the water passes through the Puraceptor is also presented in Table 3, though it
is recognised that the grab samples provide a snapshot of a single point in time.
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1 2
Figure 10. Section through Puraceptor showing sample points.
Table 4. Water Quality Analysis results – Woolworths Lakewood
Inlet (1) Outlet (2) Removal
Report Reference LOR Unit S14-Jl11277 S14-Jl11278 Efficiency (%)
Total Recoverable Hydrocarbons - 1999 NEPM Fractions
TRH C6-C9 0.02 mg/L 16000 0.3 100%
TRH C10-C14 0.05 mg/L 1700 < 0.05 100%
TRH C15-C28 0.1 mg/L 14000 0.3 100%
TRH C29-C36 0.1 mg/L 150 < 0.1 100%
TRH C10-C36 (TOTAL) 0.1 mg/L 0.18 < 0.02 94%
Total Recoverable Hydrocarbons - 2013 NEPM Fractions
Naphthalene 0.02 mg/L < 0.02 < 0.02 -
TRH C6-C10 0.02 mg/L 5900 < 0.05 100%
TRH C6-C10 less BTEX (F1) 0.02 mg/L 5900 < 0.05 100%
TRH>C10-C16 0.05 mg/L 10000 0.3 100%
TRH>C10-C16 less
Naphthalene (F2) 0.05 mg/L 87 < 0.1 100%
TRH>C16-C34 0.1 mg/L 0.25 0.04 84%
TRH>C34-C40 0.1 mg/L 0.15 0.04 73%
Suspended Solids 5 mg/L 3400 7.5 100%
Total Phosphorous 0.01 mg/L 0.34 0.02 94%
Total Nitrogen Set (as N)
Nitrate & Nitrite (as N) 0.01 mg/L < 0.01 < 0.01 -
Total Kjeldahl Nitrogen (as
N) 0.1 mg/L 9.8 0.2 98%
Total Nitrogen (as N) 0.1 mg/L 9.8 0.2 98%
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2.4.6 Caltex Woolworths - Warner
The Caltex Woolworths Warner Fuel station site is located at the NW corner of the intersection between Old
North Rd and Samsonvale Rd, Warner, QLD. The site is predominantly hardstand with a canopy over the
refuelling area, some landscaped area to the site boundaries and a shop area. The SPEL Puraceptor is located in
the north-eastern portion of the site, shown on Figure 11 by a red dot.
Figure 11. Woolworths Warner site (shown by yellow line).
Grab samples were collected on 28 th November 2014, immediately after a rain event. Samples were collected
from the upstream access chambers to the Puraceptor (Location 1, yellow dot) and from the treated
downstream chamber of the Puraceptor (Location 2, green dot) as shown in Figure 12. Chemical analyses were
performed by ALS Environmental NATA registered laboratories.
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The results of the water quality analyses are presented in Table 4. An evaluation of the percentage removal of
the pollutant concentrations as the water passes through the Puraceptor is also presented in Table 5, though it
is recognised that the grab samples provide a snapshot of a single point in time.
1 2
Figure 12. Section through Puraceptor showing sample points.
The ALS Environmental Lab reports are presented in the Appendix. Samples 1 and 4 were collected with the
standard sampling method. An experimental method was used for Samples 2 and 3 to determine whether it
influenced the outcome of analyses, and has subsequently been discontinued.
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Table 5. Water Quality Analysis results – Woolworths Warner
Inlet (1) Outlet (2) Removal
Report Reference LOR Unit EB1447371001 EB1447371004 Efficiency (%)
EP075(SIM)B: Polynuclear Aromatic Hydrocarbons
Naphthalene 1 µg/L <1.0 <1.0 ND
Acenaphthylene 1 µg/L <1.0 <1.0 ND
Acenaphthene 1 µg/L <1.0 <1.0 ND
Fluorene 1 µg/L <1.0 <1.0 ND
Phenanthrene 1 µg/L <1.0 <1.0 ND
Anthracene 1 µg/L <1.0 <1.0 ND
Fluoranthene 1 µg/L <1.0 <1.0 ND
Pyrene 1 µg/L <1.0 <1.0 ND
Benz(a)anthracene 1 µg/L <1.0 <1.0 ND
Chrysene 1 µg/L <1.0 <1.0 ND
Benzo(b+j)fluoranthene 1 µg/L <1.0 <1.0 ND
Benzo(k)fluoranthene 1 µg/L <1.0 <1.0 ND
Benzo(a)pyrene 0.5 µg/L <0.5 <0.5 ND
Indeno(1.2.3.cd)pyrene 1 µg/L <1.0 <1.0 ND
Dibenz(a.h)anthracene 1 µg/L <1.0 <1.0 ND
Benzo(g.h.i)perylene 1 µg/L <1.0 <1.0 ND
Sum of polycyclic aromatic
hydrocarbons 0.5 µg/L <0.5 <0.5 ND
Benzo(a)pyrene TEQ (zero) 0.5 µg/L <0.5 <0.5 ND
EP080/071: Total Petroleum Hydrocarbons
C6 - C9 Fraction 20 µg/L <20 <20 ND
C10 - C14 Fraction 50 µg/L 60 <50 100%
C15 - C28 Fraction 100 µg/L 370 <100 100%
C29 - C36 Fraction 50 µg/L 200 <50 100%
C10 - C36 Fraction (sum) 50 µg/L 630 <50 100%
Total Recoverable Hydrocarbons - 2013 NEPM Fractions
Naphthalene 20 µg/L <20 <20 ND
TRH C6-C10 20 µg/L <20 <20 ND
TRH C6-C10 less BTEX (F1) 100 µg/L <100 <100 ND
TRH>C10-C16 100 µg/L 510 <100 100%
TRH>C10-C16 less
Naphthalene (F2) 100 µg/L <100 <100 ND
TRH>C16-C34 100 µg/L 510 <100 100%
TRH>C34-C40 100 µg/L <100 <100 ND
2.4.7 Freedom Fuels - Southport
The Freedom Fuels station site is located at the intersection between Smith Street and Curtin Avenue, Southport,
QLD. The site is predominantly hardstand with a canopy over the refuelling area, some landscaped area to the
site boundaries and a shop area. The SPEL Puraceptor is located in the north-western portion of the site, shown
on Figure 13 by a red dot.
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Figure 13. Freedom Fuels site (shown by yellow line).
Flow-weighted samples were collected with an automated monitoring installation from two rainfall events on
2nd April 2015 and 29th April 2015. Samples were collected from the upstream inlet to the Puraceptor (Location
1, yellow dot) and from the treated outlet of the Puraceptor (Location 2, green dot) as shown in Figure 14.
Chemical analyses were performed by GCCC Analytical Services, NATA registered laboratories.
The results of the water quality analyses are presented in Table 5. An evaluation of the percentage removal of
the pollutant concentrations as the water passes through the Puraceptor is also presented in Table 6, though it
is recognised that further results are required in the monitoring program. As can be seen from the results in
Table 6, there are no outflow hydrocarbon concentrations exceeding 10ppm.
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1
2
Figure 14. Section through Puraceptor showing sample points.
Table 6. Water Quality Analysis results (values exceeding 10ppm highlighted in yellow)
LOR Unit Inlet (1) Outlet (2) Inlet (1) Outlet (2)
Report Reference 2/4/15 2/4/15 29/4/15 29/4/15
EP080/071: Total Petroleum Hydrocarbons
C6 - C9 Fraction 20 µg/L <20 <20 90 60
C10 - C14 Fraction 50 µg/L 220 <50 1890 110
C15 - C28 Fraction 100 µg/L 2540 500 11000 470
C29 - C36 Fraction 50 µg/L 380 100 200 70
C10 - C36 Fraction (sum) 50 µg/L 3140 600 13090 650
Anionic Surfactants as MBAS 0.5 µg/L 8 1 1 0.4
Non-ionic Surfactants as CTAS 0.5 µg/L <0.5 <0.5 <0.5 <0.5
Efficiency Ratio (%)
C6 - C9 Fraction 30%
C10 - C14 Fraction 94%
C15 - C28 Fraction 93%
C29 - C36 Fraction 71%
C10 - C36 Fraction (sum) 92%
Anionic Surfactants as MBAS 84%
Non-ionic Surfactants as CTAS ND
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The Freedom Fuels site is being monitored in accordance with an agreed protocol formulated with Griffith
University, and will continue until 15 qualifying events have been analysed. The present data will need to be
supplemented before it can be considered to comply with the Healthy Waterways Water by Design guidelines.
3.0 Maintenance Procedures
The Maintenance Programme will be kept on the premises at all times, with a ledger recoding all maintenance
and inspection activities. This will provide a useful and efficient record for Inspection officers to facilitate random
verification. Maintenance is performed at a minimum of every six months or if the probe alarm is activated, by
eduction method (suction). The Inspection and Maintenance guideline in Appendix 5 better elaborates the
procedures.
Figure 15. Maintenance Schematic.
3.1 Coalescer Unit
Use the lifting handle or the chain and lift the Coalescer unit out of the tank and place it near the Puraceptor™,
in a retained area so pollutants do not escape.
3.2 Coalescer Foam
Remove the coalescer foam insert, and wash with normal water pressure ensuring the dirty water runs into the
SPEL Puraceptor™.
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3.3 Vacuum removal of Fuel & Silt
Vacuum the retained oil from both chambers of the SPEL Puraceptor™ and then the silt deposited on the bottom,
leaving sufficient water to ensure the (auto closure device) ACD remains floating.
3.4 Vacuum removal of Complete Contents (If Necessary)
If the quantity of pollutants exceeds recommended level, the complete contents of the Puraceptor™ may need
to be removed. After full eduction, remove the ACD. Using a pole with a hook, lift out the ACD using the lifting
eye on the float.
3.5 Re-insert Coalescer Unit and ACD
Re-insert the foam coalescer insert into the stainless steel Coalescer unit and re-insert the Coalescer unit into
the Puraceptor™ as provided with the SPEL lifting/location/locking system. Partially fill the Puraceptor with clean
water (if necessary) to ensure the ACD when re-inserted remains floating and then re-insert the ACD. Finally
check the ACD is floating and the retaining cap has been replaced to safeguard against its removal by
unauthorized persons, unless depth of tank precludes doing so from ground level.
3.6 SPEL Automatic Alarm/Monitoring System
The SPEL automatic alarm/monitoring system probe should be lifted out of the probe protection tube, wiped
clean and re-inserted. The system should now be reset according to instructions.
All of these Maintenance Processes are illustrated in Figure 16.
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Figure 16. Maintenance process relevant to SPEL Puraceptor components HEAD OFFICE POSTAL EMAIL ABN spel.com.au 100 Silverwater Road PO BOX 7138 [email protected] 83 151 832 629 Silverwater NSW 2128 Silverwater NSW 2128
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4.0 Conclusion
The SPEL Puraceptor is a tested and proven hydrocarbon treatment measure for fuel stations. It effectively
replaces a blind sump whilst maintaining a hydrocarbon discharge level acceptable under BS/EN858.1.2006. The
Auto-closure device, integral to the Puraceptor, and the Oil Alert probe are fail-safe measures that ensure that,
should a spill occur, it will be retained within the Puraceptor and the operator alerted to the need for immediate
maintenance. In the light of this evidence, it is considered that the Puraceptor is a superior solution than the
current blind sump specification.
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5.0 References
The information presented herein has been prepared with reference to the following:
1. Department of Environment and Resource Management 2009, Monitoring and Sampling Manual,
September 2009.
2. Department of Environment and Resource Management 2009, Queensland Water Quality Guidelines
September 2009.
3. Australian and New Zealand Environment and Conservation Council (ANZECC) (2000). Australian and
New Zealand guidelines for fresh and marine water quality. ISBN 09578245 0 5.
4. AMSA. 2003. Oil Spill Monitoring Handbook. Prepared by Wardrop Consulting and the Cawthron
Institute for the Australian Maritime Safety Authority (AMSA) and the Marine Safety Authority of New
Zealand (MSA). Published by AMSA, Canberra.
5. Department of Urban Affairs and Planning (DUAP) (1992a). Guidelines for Hazard Analysis: Hazardous
Industry Planning Advisory Paper No. 4.
6. Environment Australia (1998). Best Practice Environmental Management in Mining: Dust Control.
Environment Australia, Department of the Environment, 1998
7. Department of Environment and Resource Management (2009) Urban stormwater – Queensland best
practice environmental management guidelines. Technical Note: Derivation of Design Objectives.
Prepared by AECOM (Ecological Engineering Practice Area).
8. Department of Environment and Resource Management (2009) Monitoring and sampling manual 2009
Version 1, September 2009
9. Engineers Australia 2006, Australian Run-off Quality – A guide to water sensitive urban design
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6.0 List of Appendices
Appendix 1 – British Standard BS EN 858
Appendix 2 – Oil Alert Technical Settings and Operation & Maintenance Manual
Appendix 3 – UniSA Lab Tests & Independent Validations
Appendix 4 – HR Wallingford testing
Appendix 5 – Field test results (Australia)
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Used in these records
F0002-AA007595-AAR-09-SMP.PDFRelated documentApplication case desk ↗
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