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Appendix 3 - Stormwater quality management plan
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Section 2
EMPIRE ENGINEERING PTY LTD
www.empireengineering.com.au
ABN: 21 112 761 510
Bundaberg
Street Address: 66A Barolin Street, Bundaberg Qld 4670
Postal Address: PO Box 2052, Bundaberg Qld 4670
Phone: (07) 4154 4894
Email: [email protected]
Gympie
Street Address: 3/19 Tozer Street, Gympie Qld 4570
Phone: (07) 5354 4080
Email: [email protected]
Sunshine Coast
Street Address: The Corporate Centre, 13 Norval Court, Maroochydore Qld 4557
Postal Address: PO Box 102, Mooloolaba Qld 4557
Phone: (07) 5477 6437
Email: [email protected]
Document Qualifying and Ownership Statement:
The contents of this document represent an assessment of the facts and circumstances pertaining
to this matter, as they are known to the writer at the time of preparation. It is possible that upon
completion and distribution of this document further information may come to hand that impact
upon the findings, recommendations or conclusions drawn in this document. This document and its
contents remains the property of Empire Engineering Pty Ltd and cannot be reproduced in whole or
in part for any reasons that could be considered to be outside the exact, intended original use of
this document.
ii
Section 3
DOCUMENT CONTROL SHEET
PREPARED BY
Report Title: Stormwater Quality Management Plan for Commercial Development at Weyba
Road and Mary Street, Noosaville
Project Number: CC-3668
Author: Ross Wegner
Qualifications: BEng (civil) hons
SITE INFORMATION
Street Address: Cnr Weyba Road and Mary Street, Noosaville
RP Description: Lot 1 on RP 131598 and Lot 21 on RP 72829
PREPARED FOR
Client: Wessel Petroleum Pty Ltd
Client Contact: Mr Paul Wessel
REVISION HISTORY
Revision
Date Reviewed By Authorised By
Number
C August 2017 Shane Kidd Ross Wegner
D June 2019 Sid Olive Ross Wegner
DOCUMENT DISTRIBUTION
Revision Number of
Recipient Format
Number Copies
C Noosa Council 1 PDF
D Noosa Council 1 PDF
iii
Section 4
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
TABLE OF CONTENTS
1. INTRODUCTION............................................................................................. 1
1.1. Background ............................................................................................... 1
1.2. Purpose of Report ....................................................................................... 1
1.3. Site Description.......................................................................................... 1
1.4. Proposed Development ................................................................................. 2
2. STORMWATER QUALITY MANAGEMENT................................................................ 4
2.1. Background ............................................................................................... 4
2.2. Construction Phase ..................................................................................... 4
2.3. Operational Phase....................................................................................... 4
2.3.1. Water Quality Objectives (WQOs) .............................................................. 5
2.3.2. Pollutant Export Modelling ...................................................................... 5
2.3.3. Effectiveness in Pollution Reduction ........................................................... 8
2.3.4. Hydrocarbons ...................................................................................... 8
2.3.5. Maintenance ....................................................................................... 8
3. CONCLUSION ............................................................................................... 9
4. REFERENCES .............................................................................................. 10
APPENDIX A – PROPOSED DEVELOPMENT LAYOUT PLAN.................................................. 11
APPENDIX B – CONCEPT SITE DRAINAGE LAYOUT PLAN ................................................... 13
APPENDIX C – OPERATIONAL MANAGEMENT AND MAINTENANCE MANUAL FOR STORMWATER
QUALITY IMPROVEMENT DEVICES ............................................................................. 18
iv
Section 5
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
LIST OF FIGURES
Figure 1.1 - Aerial Photograph of Subject Site (http://maps.google.com)- ............................... 2
Figure 1.2 - Photograph of the Subject Site .................................................................... 3
Figure 2.1 – Music Model Node Layout ........................................................................... 6
LIST OF TABLES
Table 2.1 – Typical Construction Phase Pollutants ............................................................ 4
Table 2.2 - Water Quality Objectives (WQOs) .................................................................. 5
Table 2.3 - Summary of Site Sub-Catchment Areas ............................................................ 5
Table 2.4 - Summary of Pollutant Export Parameters ......................................................... 6
Table 2.5 – Treatment Train Effectiveness ..................................................................... 8
v
Section 6
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
1. INTRODUCTION
1.1. Background
Empire Engineering Pty Ltd (Empire Engineering) has been commissioned by Wessel Petroleum Pty
Ltd to prepare a Site Based Stormwater Quality Management Plan for a proposed commercial
development located at the corner of Weyba Road and Mary Street, Noosaville.
This report proposes measures to be adopted in relation to stormwater quality management for the
proposed development site. Industry recognised computer software, Model for Urban Stormwater
Improvement Conceptualisation (MUSIC), has been utilised in the preparation of this report. This
report is consistent with the requirements outlined in the Noosa Plan and the State Planning Policy
(SPP) July 2017.
1.2. Purpose of Report
This report aims to provide a conceptual framework of stormwater quality management strategies
for the development proposal to be incorporated into the detailed design of the project works. It
is proposed that the fuel bowser areas will be isolated from stormwater runoff by a roof canopy and
diversion of surface drainage around these areas of the site. The capture and treatment of wash-
down water from these areas is briefly addressed in this report, however the detailed analyses and
specification for treatment of these areas is outside the scope of this stormwater quality
management plan.
Strategies for management of bulk stormwater have not been addressed in this management plan as
the proposed redevelopment of the site will actually result in a reduction of the existing amount of
impervious surfaces on the site. It is therefore contended that mitigation measures such as on-site
detention will not be required. It is also noted that the site has two street frontages as well as
frontage to an existing drainage reserve, therefore no issues are anticipated in the establishment of
a lawful point of discharge for the development.
1.3. Site Description
The subject site is bounded by a drainage reserve and residential land uses to the north, Weyba
Road to the east , Mary Street to the south and commercial land uses to the west. As can be seen
in Figure 1.1, the current site is already in a fully developed state with an existing service station
and car rental outlet operating from the site. Figure 1.2 displays a photograph of the subject site
at ground level. The subject site currently contains no underground drainage infrastructure with
stormwater flows from the site currently discharging as untreated sheet flow to the adjacent road
reserves. The adjacent road reserves capture runoff from the site in a pit and pipe system, which
discharges to the adjacent Weyba Creek and flows on to the Noosa River and Pacific Ocean.
1
Section 7
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
1.4. Proposed Development
The proposed development plan prepared by Alleanza Architecture Pty Ltd depicts the
redevelopment of the site, including the demolition of the service station and car rental structures
to make way for a new BP service station with associated car parking.
From a stormwater management perspective the following salient points are noted:
The development will result in a small reduction of the total area of impervious surfaces on
the site through the implementation of additional landscaping areas;
The site has no upstream catchment areas and currently drains via overland flow to the
street frontages; and
Existing local drainage networks convey the flows from the site to the east discharging to
Weyba Creek.
Drainage Reserve
Weyba Road
Subject Site
Mary Street
Figure 1.1 - Aerial Photograph of Subject Site (http://maps.google.com)-
2
Section 8
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
Figure 1.2 - Photograph of the Subject Site
3
Section 9
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
2. STORMWATER QUALITY MANAGEMENT
2.1. Background
This section of the report will outline the measures to be adopted to control the quality of
stormwater which leaves the site. The scope typically encompasses the ‘post construction’ phase
of the development however ‘construction phase’ water quality is also briefly addressed.
2.2. Construction Phase
Table 2.1 details the typical stormwater pollutants which may be generated during the construction
phase of the development.
Table 2.1 – Typical Construction Phase Pollutants
Pollutant Sources
Paper, construction packaging, food packaging,
Litter
cement bags and off-cuts
Unprotected exposed soils and stockpiles during
Sediment
earthworks and building
Hydrocarbons Fuel and oil spills, leaks from construction equipment
Toxic Materials Cement slurry, solvents, cleaning agents, wash waters
pH Altering Substances Cement slurry, wash waters
The following measures should typically be implemented prior to the commencement of
construction:
An Erosion and Sediment Control Plan prepared by a Certified Professional in Erosion and
Sediment Control (CPESC);
Education of all site workers in sediment and erosion procedures; and
Specific storage areas for construction materials and plant bunded to prevent any spillages
from escaping.
2.3. Operational Phase
During the operational stage of the development, the following key indicating pollutants have been
identified in relation to stormwater runoff and water quality of the receiving waterways:
Gross pollutants which include human derived litter, course sediment and vegetation;
Hydrocarbons;
Sediment and suspended solids; and
Nutrients such as phosphorous and nitrogen.
4
Section 10
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
To target these potential pollutants, stormwater quality improvement devices (SQIDs) will be
incorporated within the development in order to reduce pollutants and to meet the desired water
quality objectives.
2.3.1. Water Quality Objectives (WQOs)
The proposed development falls within the “South East Queensland” region of the State Planning
Policy July 2017 (Queensland Government, 2017). Table 2.2 indicates the minimum load reduction
targets required to be met under this policy.
Table 2.2 - Water Quality Objectives (WQOs)
Pollutant % Load Reduction
Total Suspended Solids (TSS) 80%
Total Phosphorus (TP) 60%
Total Nitrogen (TN) 45%
Gross Pollutants >5mm (GP) 90%
2.3.2. Pollutant Export Modelling
The Model for Urban Stormwater Improvement Conceptualisation (MUSIC) has been utilised to predict
performance characteristics of the proposed treatment train. Modelling parameters were obtained
from the recommendations specified in MUSIC Modelling Guidelines: Version 1.0 – 2010 (Water By
Design, 2010), (the Music Guidelines).
A ‘’Split Catchment” MUSIC model was generated, whereby the model contained 3 sub-catchments
representing the ground areas (driveways and car park) and roof areas connected to the reuse tanks
and the roof areas connected directly to the drainage system. For the purposes of modelling
simplicity, other ground level uses such as landscaping and footpaths etc were conservatively
absorbed into the road areas. Table 2.3 indicates the contributing areas of each sub-catchment
modelled and the spatial extents of these sub-catchments are shown on the concept drainage plans
attached as Appendix B. The pollutant export parameters utilised were based on commercial
pollutant loads, as recommended by the Music Guidelines. Table 2.4 gives an overview of the
catchment areas and parameters used within the MUSIC model. The node layout for the MUSIC
model is displayed as Figure 2.1.
Table 2.3 - Summary of Site Sub-Catchment Areas
Area
Catchment
(Ha)
Ground / Road 0.106
Roof to Tank 0.0250
Roof to Drain 0.0556
Total (Ha) 0.186
5
Section 11
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
Table 2.4 - Summary of Pollutant Export Parameters
Surface TSS Log TP Log TN Log
Flow Type
Type Mean Std Dev. Mean Std Dev. Mean Std Dev.
Baseflow Roof N/A N/A N/A N/A N/A N/A
Parameters Road 0.78 0.39 -0.60 0.50 0.32 0.30
Stormflow Roof 1.30 0.38 -0.89 0.34 0.37 0.34
parameters Road 2.43 0.38 -0.30 0.34 0.37 0.34
Figure 2.1 – Music Model Node Layout
6
Section 12
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
Rainfall Data
Rainfall data for the site was chosen to give the best representation of actual conditions. In
accordance with the recommendations of the MUSIC guidelines for Sunshine Coast (north), a
time period of 10 years between 1973 and 1983 was selected from the Cooroy Composite
station (40059), using a six minute time step. The evapotranspiration data for Sunshine Coast
(north) was also adopted in the model, as per Table 3.1 of the MUSIC guidelines.
Treatment Nodes
The recommended MUSIC values for commercial source nodes have been used in MUSIC to generate
predicted pollutant loads from the site. The following devices have been used in the treatment train
to reduce these pollutant loads to achieve the Water Quality Objectives (WQOs) for this site.
Gross Pollutant Traps – Although not included in the model it is proposed that all stormwater
inlet pits on the site be fitted with a quality gross pollutant trap such as a stormwater 360
enviropod. These devices have not been modelled as they do not contribute to nutrient
removal, which is the critical parameter in regard to utilising a MUSIC model to demonstrate
that WQOs have been achieved by the proposed treatment train.
Rain Water Reuse Tank – 15Kl of rainwater storage has been included in the model with 27% of
the roof area connected to the tank and 73% of the roof area by-passing the tank. An irrigation
reuse rate of 200kl per annum has been set in the model which equates to approximately
435mm of irrigation per annum over 459m2 of landscaping. A daily reuse rate of 0.5Kl/day has
also been modelled to represent 40x8l toilet flushes and 100l for external cleaning. This reuse
rate is considered quite conservative and in reality it is suggested that the non-potable uses
will actually be significantly higher than 0.5Kl/day.
Bio-Retention Device – Designated bio-filtration areas with a total combined surface area of
35m2 have been modelled with extended detention depths of 200mm, sandy loam filter media
depths of 500m and a hydraulic conductivity of 200mm/hr. It is planned to locate the bio-
retention areas within the landscaping throughout the site. Further details of the bio-retention
area and there contributing catchments are shown within the Concept Drainage Layout Plans
prepared by Empire Engineering, attached to this report as Appendix B. An exfiltration rate of
0mm/hr was set for the bio-retention devices, a TN content of filter media of 800mg/kg,
Orthophosphate content of filter media of 55mg/kg, a high flow bypass of 1m³/s and a low flow
bypass set as 0m³/s.
7
Section 13
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
2.3.3. Effectiveness in Pollution Reduction
The water quality model was set up with the incorporation of the above devices to reduce pollutant
export to WQO levels. Table 2.5 below indicates the predicted pollutant reductions as calculated by
MUSIC.
Table 2.5 – Treatment Train Effectiveness
Pollutant (kg/yr) % Load Reduction
Total Suspended Solids (TSS) 89.8%
Total Phosphorus (TP) 65.8%
Total Nitrogen (TN) 61.3%
Gross Pollutants >5mm (GP) 100%
The MUSIC modelling results shown above indicate that the treatment train will adequately treat TSS,
TP and TN in accordance with the targets required under the water quality objectives stated in Section
2.3.1 of this report.
2.3.4. Hydrocarbons
Hydrocarbons are not a target pollutant in regards to achieving the WQO’s as specified by the SPP.
Given the nature of the development proposal it is however considered prudent to identify how
hydrocarbons will be captured on-site and appropriately disposed of. As there is a very short and
direct passage of drainage from the site to Weyba Creek and the Noosa River it is proposed to drain
the bowser areas under the canopies to trade-waste via a hydrocarbon separator such as a Clereflo
Forecourt full retention separator, or approved equivalent. This device will provide full capture of
wash-down and drainage from the bowser areas, hydrocarbons are retained in the device for
disposal whilst remaining water is discharged to the sewer system via a trade-waste permit.
2.3.5. Maintenance
An Operational Management and Maintenance Manual has been produced for the water tank and bio-
retention devices and is attached to this document as Appendix C. The manual outlines maintenance
responsibilities and requirements for the future operators of the water quality treatment devices. The
maintenance of the proprietary hydrocarbon separator should be in strict accordance with the
manufactures specifications.
8
Section 14
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
3. CONCLUSION
This report has outlined a conceptual framework of stormwater quality management strategies to be
incorporated into the redevelopment of the subject site. It has been demonstrated though MUSIC
modelling how water quality objectives for the subject site will be achieved prior to discharging
stormwater from the site. A strategy for dealing with hydrocarbons has also been developed and
outlined within this report and attached appendices.
An Operational Management and Maintenance Manual has been developed for the proposed
stormwater quality improvement devices used with the treatment train and is attached to this
Report as Appendix C. A copy of the Manual should be provided to the developer, building
contractor and operational site manager.
It is envisaged that this report will set the framework for the detailed design and operational works
stages of the redevelopment of the subject site.
It is also reiterated that the existing site, including the service station and car hire outlet, currently
has no underground drainage infrastructure or environmental controls for stormwater quality
discharging from the site. The development proposal would therefore be of a significant net
benefit to the surrounding environment, including Weyba Creek and the Noosa River.
9
Section 15
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
4. REFERENCES
Department of State Development, Infrastructure and Planning, July 2017, State Planning Policy –
State Interest Guidelines – Water Quality 2017, Brisbane.
Noosa Shire Council, 2006, The Noosa Plan Including Amendments to 16 September 2013, Noosa
Shire Council, Noosa.
Water By Design, 2010, MUSIC Modelling Guidelines: Version 1.0 – 2010, SEQ Healthy Waterways
Partnership, Brisbane.
Water By Design, 2010, Deemed to Comply Solutions – Stormwater Quality Management (South East
Queensland): Version 1.0 – May 2010, SEQ Healthy Waterways Partnership, Brisbane
10
Section 16
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
APPENDIX A – PROPOSED DEVELOPMENT LAYOUT PLAN
11
Section 17
4
_____
Dimensions take precedence over scaling. Do not measure off drawings as
DA-2000
print sizes may vary.
54250 7500
MINIMUM 3m HIGH ACOUSTIC BARRIER (REFER ACOUSTIC REPORT) 1.8M EXIT BOUNDARY BARRIER
AREA SCHEDULE
REFER TO SURVEY FOR CHAINWIRE SEWER MAN HOLE: CHAINWIRE
FEATURED ACOUSTIC FENCING TO EXISITNG SEWER DETAILS FENCE 3
________ REFER TO SURVEY FOR 2
________ FENCE 1
________ REFER ACOUTIC REPORT: AREA (GLA)
ACOUSTIC ENGINEERS DETAILS DA-3000
DA-3001
EXISITNG SEWER DETAILS
DA-3001
DA-3000
5000L RAIN
DA-3000
DA-3001
ACOUSTIC BARRIER BOUNDARY BARRIER FENCE
BARRIER TO TERMINATE SERVICE STATION 250m2
S WATER TANKS 5M FROM WEYBA ROAD
SITE BOUNDARY RETAIL SHOP FLOOR 101m2
BACK OF HOUSE 149m2
STORMWATER BIORETENTION
250m2
3000
TOTAL GLA
S
BASIN AS PER ENGINEERS
S S S S S
S S S REPORT 15M2 CAR SCHEDULE
1000
CARS PROVIDED
28515
LANDSCAPING TO TOTAL CARS PROVIDED 7
BOL BOL BOL
MINIMUM 3M HIGH ACOUSTIC BARRIER (REFER ACOUSTIC REPORT)
SEATING AREA AS PER
WEYBA ROAD
OVERALL BUILDING
27935 LANDSCAPE DETAILS
REFUSE S INTERNAL CLEAR ENTRY / EXIT
EXISTING NOTES
OVERALL BUILDING
TYP BOL TO FLUSH SET EXTERIOR FOOTPATH, KERB RAMPS AND
INTERNAL CLEAR
PWD CROSSOVER
DELIVERY & FEATURE PAVEMENT CROSSOVERS TO COUNCIL STANDARDS
9470
SERVICE STATION
8890
GARBAGE AND REQUIREMENTS
TRUCK PARK BACK OF BACK OF FEATURE TREE AS
15000
HOUSE S FRIDGE 250m 2 (GLA) HOUSE PER LANDSCAPE
DETAILS
BOL INTERNAL LAYOUT AS POS
PER TENANTS
DOCUMENTATION KERB RAMP
BOL AND TACTILES
S
STORE OFFICE FLUSH SET FEATURE PAVEMENT TO
RETAIL SHOP FLOOR
LANDSCAPE DETAILS
ACOUSTIC BARRIER
FREEZER
LINE OF PEDESTRIAN ACCESS EXISTING
ROOF OVER S WATER METER
9300
1435
PROPOSED SHOPFRONT
BOL SHARED ZONE
GAS BOTTLES PEDESTRIAN ENTRY
GREEN WALL
TYP BOL TO FLUSH SET LINE OF
S 1.
FEATURE PAVEMENT ROOF OVER
FLUSH SET FEATURE PAVEMENT TO
BOUNDARY BARRIER FENCE
AND TACTILES
2400
KERB RAMP
LANDSCAPE DETAILS ACCESSIBLE
5400
LANDSCAPING
CL
LINE OF LINK LINE OF LINK
S OVER 2.
ROOF ROOF OVER
AIR AND WATER
AIR AND WATER 2
4000
_____
PARKING BAY DA-2000
DA-7000
1300
EXTENT OF CATCHMENT AREA S
CL
UPDATED DA ISSUE GD 19.07.11 15
BOL.
3
_____ 3. ISSUED FOR INFORMATION GD 19.06.28 14
LINE OF FUEL CANOPY OVER
DA-2000
DA-7000 SUMP SUMP SUMP SUMP SUMP SUMP
ISSUED FOR INFORMATION GD 19.06.26 13
3200
2700
BIN BOL. BOL. BOL. BOL. 5400 PRELIMINARY DA ISSUE FOR INFORMATION GD 18.06.20 12
NEW FOOTPATH
S
BIORETENTION BASIN
ISSUED FOR INFORMATION GD 31.05.19 11
COL.
COL.
COL.
COL.
COL.
CL
800
STORMWATER
ISSUED FOR INFORMATION GD 24.05.19 10
ISSUED FOR INFORMATION GD 08.05.19 9
4.
20M2
LANDSCAPING ISSUED FOR INFORMATION GD 24.04.19 8
CL
ISSUED FOR INFORMATION GD 03.04.19 7
DISPENSER
DISPENSER
DISPENSER
DISPENSER
DISPENSER
1.8M ENTRY BOUNDARY BARRIER
ISSUED FOR INFORMATION GD 02.04.19 6
S purpose of issue by date issue no.
3200
architect
COL.
COL.
COL.
COL.
COL.
24180
5.
900
BIN BIN BIN BIN
BOL. BOL. BOL. BOL.
BOL. EXTENT OF CATCHMENT AREA S
1300 3200
LANDSCAPING
LINE OF FUEL CANOPY OVER 6.
builder
TANK FILL POINT
S
7. project
EXISTING
POWER POLE NOOSAVILLE PROPOSED SERVICE
S
Section 18
REFER CENTRE
11/07/2019 5:14:28 PMC:\Users\Alleanza\Documents\18316 Noosaville_Revit2018 [email protected]
ACOUTIC
REPORT: address
BARRIER TO NEW 60 000 LITRE
TERMINATE 5M FUEL STORAGE TANKS 4
________
MARY STREET AND WEYBA
FROM MARY S VENT
DA-7000
PYLON SIGN ROAD, NOOSAVILLE QLD 4566
SITE BOUNDARY
STREET PIPES
client
LANDSCAPING LANDSCAPING
EXIT ONLY
S
EXISTING EXISTING
WATER METER POWER POLE
SITE BOUNDARY
PRELIMINARY
AND TACTILES
AND TACTILES
AND TACTILES
AND TACTILES
KERB RAMP
KERB RAMP
KERB RAMP
KERB RAMP
S
NEW NEW FOOTPATH NEW FOOTPATH MP
ENTRY ONLY B RA ILES drawn: GD
FOOTPATH
KER TACT checked: CV
D
EXISTING EXISTING EXISTING AN
EXISTING POWER POLE POWER POLE verified: CV
600 POWER POLE
POWER POLE sheet size: A1
S
MARY STREET north scale: As indicated
1 SITE PLAN
DA-2000 SCALE 1 : 100 @A1 6
graphic scale
1
_____
DA-2000
DA-7000
Original Sheet Size A1 - 841 x 594mm
SITE PLAN sheet
18316 DA-1000 15
project no. sheet no. issue
Section 19
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
APPENDIX B – CONCEPT SITE DRAINAGE LAYOUT PLAN
13
Section 20
PROPOSED BIORETENTION
GARDEN ‘A’ (MIN. 15m?)
FSL APPROX RL 1.30
INDICATES EXISTING
STORMWATER DRAINAGE
SYSTEM TO BE
DECOMMISSIONED.
PROPOSED STORMWATER JUNCTION
PIT TO BE CONSTRUCTED OVER
EXISTING STORMWATER PIPE.
VY
STORMWATER OVERFLOW PIPE
FROM RAINWATER TANKS IS.
TO BE CONNECTED INTO THE
BIORETENTION AREA.
Si
INDICATES EXISTING
STORMWATER PIPE AND PIT
TO BE DECOMMISSIONED,
PROPOSED RAINWATER
TANKS (15kL STORAGE a " S|
CAPACITY) Z © |
[— INDICATES PROPOSED
SEDIMENT FOREBAY AT
PIPE OUTLETS.
yy
BP SERVICE
STATION
INDICATES PROPOSED FULL
RETENTION SEPARATOR SUCH
AS CLEREFLO FORECOURT
SEPARATOR OR EQUIVALENT.
ELEC
L
_WSio
CoH LT UO
2
FALL |S _FALL
INDICATES PROPOSED
SEDIMENT FOREBAY AT
pie oyruer. i;
7~ PROPOSED BIORETENTION
GARDEN ‘B’ (MIN. 20m?)
INDICATES PROPOSED 55,000L
FUEL STORAGE TANKS.
PROPOSED
PETROL
BOWSERS
1 tT
INDICATES PROPOSED
CANOPY ABOVE FUEL
i BOWSERS.
PIT TO BE CONSTRUCTED ON
EXISTING STORMWATER PIPE
(APPROX IL 0.740).
LEGEND
PROPOSED LANDSCAPING
PROPOSED HARDSTAND
PROPOSED BIORETENTION
GARDEN
HANDRAIL OR BALUSTRADING TO
ARCHITECTS SPEC. AROUND
RECESSED BIORETENTION AREA
PROPOSED STORMWATER
(SIZES TBA)
FALL PROPOSED HARDSTAND FALL
— DIRECTION
—._©0G_____ PROPOSED CHANGE OF GRADE
_ EXISTING STORMWATER
—— FLEC —— EXISTING ELECTRICAL SERVICE
EXISTING WATER MAIN SHOWN
NOMINALLY
EXISTING SEWER MAIN
EXISTING TELECOMMUNICATION
SERVICE SHOWN NOMINALLY
GENERAL NOTES
1. CONTACT EMPIRE ENGINEERING TO DISCUSS
ADDITIONAL OPTIONS FOR DIMENSION AND SETOUT.
2. SURVEY INFORMATION PROVIDED BY INSITE SJC
(REFERENCE GC15-137 D1).
INDICATES PROPOSED JUNCTION
TO
WARNING
THE LOCATION OF ALL EXISTING SERVICES (E.G. TELSTRA|]
ELECTRICITY, SEWERAGE, WATER & GAS) ARE SHOWN
SCHEMATICALLY ON THE DRAWINGS. PRIOR TO AND
DURING CONSTRUCTION OBTAIN THE PRECISE LOCATION OF
ALL SERVICES (UNDERGROUND & OVERHEAD) FROM THE
RELEVANT AUTHORITY RESPONSIBLE FOR THE SERVICE
SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
ANY DAMAGE TO EXISTING SERVICES WHETHER SHOWN
ON THE DRAWINGS OR NOT.
PROJECT NORTH SCALES
1125 at Alo
1:250 at A3
125° 2.5 3.75
———
STATUS
5 6.25m
CONCEPT
(TES
1. This is the property of the engineer, and may not be
used, copie, oF reproduced wholly, erin part without
the express pernission of the engineer. Infringement
in any way may result in legal action.
Figured dimensions take precedence over scaled.
3. Verity all dimensions on site.
Date | oft
‘Amendment
BUNDABERG
GLADSTONE
WESSEL PETROLEUM
Project: SERVICE STATION REDEVELOPMENT
CORNER OF MARY ST AND WEYBA RD
NOOSAVILLE
(Designed: TLH [Drawn: TLH
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SUNSHINE COAST
ROSS WEGNER / RPEQ: 8042
CONCEPT SITE DRAINAGE PLAN
Date: NOVEMBER 2016 |Scate: AS SHOWN
Job Ref No: Drawing No: | Issue
CC-3668 CONO1 | DRS
Section 21
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Section 22
BIORETENTION PLANTING TO BE MIXTURE OF GROUND. HANDRAIL OR BALUSTRADING TO ARCHITECT'S SPECIFICATION. COVERS INCLUDING GRASSES, HERBS AND SEDGES. ty, REFER SPECIES LIST ON THIS DWG. PLANTING DENSITY . TO ACHIEVE 90% COVER (MIN. 6-8 PLANTS PER m’, zie = 22 z8 |g tl HANDRAIL OR TT TT BALUSTRADING TO ARCHITECT'S E ‘SPECIFICATION. s © s s iH | = | INDICATES PROPOSED ——_| | - STRIP FOOTING [~O oats ROCK SCOUR PROTECTION SATURATED DRAINAGE LAYER \ pe MEDIA LAYER (500mm) TRANSITION LAYER (100mm) DRAINAGE LAYER (200mm) 4006 L SATURATED DRAINAGE LAYER 1000 SLOTTED UNSOCKED SUBSOIL DRAINAGE PIPE. (B SECTION 1006 SLOTTED UNSOCKED SUBSOIL DRAINAGE PIPE. |__| \cor/ NOT TO SCALE (A SECTION \cor) NOT TO SCALE =|, FILTER MEDIA SANDY LOAM HYDRAULIC CONDUCTIVITY OF 200mm/HR TRANSITION LAYER COARSE SAND AVERAGE PARTICLE SIZE tmm@, WITH LESS THAN 2% FINES BIO-RETENTION INSPECTION See esa | eee ac S 1. CERTIFICATE OF COMPLIANCE FOR SOIL FILTER | | comgPARTICLE SIZE 2% FINE STRAW (BY VOLUME) CORE FUNCTIONAL BIORETENTION MEDIA FROM SUPPLIER MEETING SPECIFIED 522 HARDWOOD CHIPS (BY VOLUME) PLANT SPECIES LIST HYDRAULIC CONDUCTIVITY ON THE APPROVED ° 1000 SOLID WASH-OUT DRAINAGE LAYER T PIPE WITH SCREWED CAP ——— SPECIES NAME COMMON NAME TYPE 2. DATE STAMPED PHOTOGRAPHS TAKEN WASHED SCREENINGS CAREX APPRESSA TALL SEDGE GROUNDCOVER FOLLOWING CONSTRUCTION OF EACH STAGE Smm@PARTICLE SIZE FICINIA NODOSA KNOBBY CLUB-SEDGE GROUNDCOVER - SEDGE OF INSTALLATION AS FOLLOWS: GAHNIA SIEBERIANA RED-FRUIT SAW-SEDGE GROUNDCOVER - SEDGE sou a4. ovERFLoW PIT NOTE: BIORETENTION MEDIA TO BE IN ACCORDANCE WITH IMPERATA CYLINDRICA BLADY GRASS GROUNDCOVER - GRASS STAND PPE | I 22. BULKING OUT/TRIMMING PROFILING SECTION 5.3.4 OF HEALTHY WATERWAYS “WSUD LEPIDOSPERMA LATERALE VARIABLE SWORD-SEDGE GROUNDCOVER - SEDGE < . 2.3. UNDER DRAINAGE TECHNICAL GUIDELINES IN SEQ”, LOMANDRA HYSTRIX GREEN MAT-RUSH GROUNDCOVER - HERB 2.4, CLEANOUT POINTS 5. a LOMANDRA LONGIFOLIA SPINY-HEADED MAT-RUSH | GROUNDCOVER - HERB ~ ORAM ON TEER WARNING POA LABILLARDIERI COMMON TUSSOCK GRASS | GROUNDCOVER - GRASS 27, FILTRATION MEDIA THE LOCATION OF ALL EXISTING SERVICES (E.G. TELSTRA THEMEDA AUSTRALIS KANGAROO GRASS GROUNDCOVER - GRASS 2.8. LAYING OF GEOFABRIC PROTECTION a 2 SLOTTED UNSOCKED 1008 SUBSOIL ELECTRICITY, SEWERAGE, WATER & GAS) ARE SHOWN PRIOR TO TEMPORARY SCOUR/SILT . q CALLISTEMON SIEBER! RIVER BOTTLEBRUSH SHRUB DRAINAGE PIPE. PROVIDE END CAP SCHEMATICALLY ON THE DRAWINGS. PRIOR TO AND LEPTOSPERMUM LIVERSIDGEI | OLIVE TEA-TREE SHRUB AT HEAD OF SUBSOIL DRAIN, PROTECTION MEASURES ’ 2.9. SCOUR/SILT PROTECTION (TYPICALLY DURING CONSTRUCTION OBTAIN THE PRECISE LOCATION OF BANKSIA ROBUR SWAMP BANKSIA SMALL TREE WASH-OUT POINT DETAIL TURF) ALL SERVICES (UNDERGROUND & OVERHEAD) FROM THE MELALEUCA LINARIIFOLIA FLAX-LEAVED PAPERBARK | SMALL TREE NoTTOSCALE. 2.10. FINAL PLANTING RELEVANT AUTHORITY RESPONSIBLE FOR THE SERVICE MELALEUCA VIRIDIFLORA BORAD LEAVED TEA-TREE | SMALL TREE 3. CONTRACTOR SHALL NOTIFY EMPIRE SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CASAURINA GLAUCA SWAMP OAK TREE ENGINEERING PRIOR TO COMMENCING THESE ANY DAMAGE TO EXISTING SERVICES WHETHER SHOWN CASUARINA CUNNINGHAMIANA | RIVER SHEOAK TREE WORKS. ON THE DRAWINGS OR NOT. LOPHOSTEMON SUAVEOLENS | SWAMP MAHOGANY TREE MELALEUCA BRACTEATA BLACK TEA-TREE TREE status (_MELALECUA QUINQUENERVIA | BROAD-LEAVED PAPER BARK] TREE J ¢E ©) N ( E P T MOLES ey oy ay nt ; - __) (Glient:_WESSEL PETROLEUM ) (Designed: TLH [Drawn TLH | Checked: RAW le Date: NOVEMBER 2016 [Scale: AS SHOWN vi coed of reproach wht BUNDABERG GLADSTONE SUNSHINE COAST | Jo ct. SERVICE STATION REDEVELOPMENT Approved: CONCEPT DRAINAGE DETAILS Job Ref No: Drawing No:| Issue: ‘any woy may result in Legl actin CORNER OF MARY ST AND WEYBA RD SHEET 1 OF 2 “Amendment Date [ ort) 3 Ventratdmensens on Stee SO NOOSAVILLE C ROSS WEGNER 7 RPEQ: 8042 CC-3668 CONO3 | DRS
Section 23
4 qe Shin 200mm “45, BIORETENTION PLANTING TO BE MIXTURE OF GROUND COVERS INCLUDING GRASSES, HERBS AND SEDGES. REFER SPECIES LIST ON THIS DWG. PLANTING DENSITY TO ACHIEVE 90% COVER (MIN. 6-8 PLANTS PER m’. INDICATES PROPOSED —~__| STRIP FOOTING Z <p HANDRAIL OR BALUSTRADING TO ARCHITECT'S SPECIFICATION. 4006 CORE FUNCTIONAL BIORETENTION PLANT SPECIES LIST SPECIES NAME COMMON NAME TYPE CAREX APPRESSA TALL SEDGE GROUNDCOVER FICINIA NODOSA KNOBBY CLUB-SEDGE GROUNDCOVER - SEDGE GAHNIA SIEBERIANA RED-FRUIT SAW-SEDGE GROUNDCOVER - SEDGE IMPERATA CYLINDRICA BLADY GRASS GROUNDCOVER - GRASS LEPIDOSPERMA LATERALE VARIABLE SWORD-SEDGE GROUNDCOVER - SEDGE LOMANDRA HYSTRIX GREEN MAT-RUSH GROUNDCOVER - HERB LOMANDRA LONGIFOLIA SPINY-HEADED MAT-RUSH GROUNDCOVER - HERB POA LABILLARDIERI COMMON TUSSOCK GRASS GROUNDCOVER - GRASS THEMEDA AUSTRALIS: KANGAROO GRASS GROUNDCOVER - GRASS CALLISTEMON SIEBER! RIVER BOTTLEBRUSH SHRUB LEPTOSPERMUM LIVERSIDGE! OLIVE TEA-TREE ‘SHRUB BANKSIA ROBUR SWAMP BANKSIA SMALL TREE MELALEUCA LINARIIFOLIA FLAX-LEAVED PAPERBARK SMALL TREE MELALEUCA VIRIDIFLORA BORAD LEAVED TEA-TREE SMALL TREE CASAURINA GLAUCA SWAMP OAK TREE CASUARINA CUNNINGHAMIANA | RIVER SHEOAK TREE LOPHOSTEMON SUAVEOLENS SWAMP MAHOGANY TREE MELALEUCA BRACTEATA BLACK TEA-TREE TREE MELALECUA QUINQUENERVIA BROAD-LEAVED PAPER BARK} TREE ) Z 3 L SATURATED DRAINAGE LAYER 1000 SLOTTED UNSOCKED SUBSOIL DRAINAGE PIPE. (C\ SECTION \cor/ NOT TO SCALE ROCK SCOUR PROTECTION @, y ao ee] FILTER MEDIA LAYER (500mm) TRANSITION LAYER (100mm) DRAINAGE LAYER (200mm) PROPERTY BOUNDARY HANDRAIL OR BALUSTRADING TO TT ARCHITECT'S SPECIFICATION. 8 SATURATED DRAINAGE LAYER 100% SLOTTED UNSOCKED SUBSOIL DRAINAGE PIPE. (D0 SECTION \cor/ NOT TO SCALE —— BIO-RETENTION INSPECTION CHECKLIST 1. CERTIFICATE OF COMPLIANCE FOR SOIL FILTER MEDIA FROM SUPPLIER MEETING SPECIFIED HYDRAULIC CONDUCTIVITY ON THE APPROVED ENGINEERING PLANS. 2. DATE STAMPED PHOTOGRAPHS TAKEN FOLLOWING CONSTRUCTION OF EACH STAGE OF INSTALLATION AS FOLLOWS: 2A. OVERFLOW PIT 2.2. BULKING OUT/TRIMMING PROFILING 2.3. UNDER DRAINAGE 2h. CLEANOUT POINTS 25. DRAINAGE LAYER 2.6. TRANSITION LAYER 2.7. FILTRATION MEDIA 2.8. LAYING OF GEOFABRIC PROTECTION PRIOR TO TEMPORARY SCOUR/SILT PROTECTION MEASURES 2.9. SCOUR/SILT PROTECTION (TYPICALLY TURF) 2.10. FINAL PLANTING 3. CONTRACTOR SHALL NOTIFY EMPIRE ENGINEERING PRIOR TO COMMENCING THESE WORKS. LD FILTER MEDIA SANDY LOAM HYDRAULIC CONDUCTIVITY OF 200mm/HR TRANSITION LAYER COARSE SAND AVERAGE PARTICLE SIZE 1mm, WITH LESS THAN 2% FINES SATURATED DRAINAGE LAYER WASHED SCREENINGS Smm@ PARTICLE SIZE 2% FINE STRAW (BY VOLUME) 5% HARDWOOD CHIPS (BY VOLUME) DRAINAGE LAYER WASHED SCREENINGS Smm@ PARTICLE SIZE NOTE: BIORETENTION MEDIA TO BE IN ACCORDANCE WITH SECTION 5.3.4 OF HEALTHY WATERWAYS “WSUD TECHNICAL GUIDELINES IN SEQ". Wi rrr WARNING THE LOCATION OF ALL EXISTING SERVICES (E.G. TELSTRA|] ELECTRICITY, SEWERAGE, WATER & GAS) ARE SHOWN SCHEMATICALLY ON THE DRAWINGS. PRIOR TO AND DURING CONSTRUCTION OBTAIN THE PRECISE LOCATION OF ALL SERVICES (UNDERGROUND & OVERHEAD) FROM THE RELEVANT AUTHORITY RESPONSIBLE FOR THE SERVICE SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING SERVICES WHETHER SHOWN ON THE DRAWINGS OR NOT. STATUS CONCEPT ROTES (Client: WESSEL PETROLEUM ) (Besigned: TLH [Drawn TLH | Checked: RAW le: Date: NOVEMBER 2016 |Scale. AS SHOWN Ths is the property ofthe exper, nd ay abe ; ; 5 ; set oped or reac ly, npr ne ae OA ERG oy GIADSTONE 4, SUNSHINE COAST | Toroject: SERVICE STATION REDEVELOPMENT ‘Approved! CONCEPT DRAINAGE DETAILS Job Ref No Drawing No:| Issue ony ey nay rest eal etn CORNER OF MARY ST AND WEYBA RD SHEET 2 OF 2 “Amendment Date [ ort) 3 Ventratdmensens on Stee SO NOOSAVILLE C ROSS WEGNER 7 RPEQ: 8042 CC-3668 CONO4 | DRS
Section 24
Stormwater Quality Management Plan – Commercial Development at Weyba Road, Noosaville CC-3668
APPENDIX C – OPERATIONAL MANAGEMENT AND MAINTENANCE
MANUAL FOR STORMWATER QUALITY IMPROVEMENT DEVICES
18
Section 25
Operational Management and Maintenance Manual for Stormwater Quality Improvement Devices Commercial Development at Weyba Road and Mary Street, Noosaville Project Ref: CC-3668 October 2016 Revision A
Section 26
EMPIRE ENGINEERING PTY LTD
www.empireengineering.com.au
ABN: 21 112 761 510
Bundaberg
Street Address: 66A Barolin Street, Bundaberg Qld 4670
Postal Address: PO Box 2052, Bundaberg Qld 4670
Phone: (07) 4154 4894
Email: [email protected]
Gympie
Street Address: 3/19 Tozer Street, Gympie Qld 4570
Phone: (07) 5354 4080
Email: [email protected]
Sunshine Coast
Street Address: The Corporate Centre, 13 Norval Court, Maroochydore Qld 4557
Postal Address: PO Box 102, Mooloolaba Qld 4557
Phone: (07) 5477 6437
Email: [email protected]
Document Qualifying and Ownership Statement:
The contents of this document represent an assessment of the facts and circumstances pertaining to
this matter, as they are known to the writer at the time of preparation. It is possible that upon
completion and distribution of this document further information may come to hand that impact upon
the findings, recommendations or conclusions drawn in this document. This document and its
contents remains the property of Empire Engineering Pty Ltd and cannot be reproduced in whole or
in part for any reasons that could be considered to be outside the exact, intended original use of this
document.
ii
Section 27
Operational Management and Maintenance Manual for Stormwater Quality Improvement Devices CC-3668
TABLE OF CONTENTS
1. INTRODUCTION............................................................................................. 1
2. RAINWATER REUSE TANKS ............................................................................... 2
2.1. Background ............................................................................................... 2
2.2. Inspection and Maintenance ........................................................................... 2
3. GROSS POLLUTANT TRAPS ............................................................................... 3
3.1. Background ............................................................................................... 3
3.2. Inspection and Maintenance ........................................................................... 3
4. BIORETENTION SYSTEM................................................................................... 4
4.1. Background ............................................................................................... 4
4.2. Vegetation Establishment.............................................................................. 4
4.2.1. Watering ............................................................................................ 4
4.2.2. Weeding ............................................................................................ 4
4.3. Inspection and Maintenance ........................................................................... 5
4.4. Reporting and Log Booking ............................................................................ 5
4.5. Resetting of Bioretention System..................................................................... 5
5. REFERENCES .............................................................................................. 10
APPENDIX A – BIORETENTION SYSTEM INSPECTION AND MAINTENANCE CHECKLIST ................ 11
LIST OF TABLES
Table 2.1 – Inspection and Maintenance Plan for Rainwater Reuse Tanks ................................. 2
Table 4.1 – Inspection and Maintenance Plan for Bioretention Systems ................................... 6
iii
Section 28
Operational Management and Maintenance Manual for Stormwater Quality Improvement Devices CC-3668
1. INTRODUCTION
Water Sensitive Urban Design (WSUD) has been implemented within the design of the stormwater
drainage system for this development. The purpose of this design is to improve the quality of the
stormwater that is discharged from the site during its operational phase. This manual outlines the
maintenance requirements needed to ensure the devices installed during the construction process
are maintained in order to provide an efficient reduction in pollutant loads. Stormwater Quality
Improvement Devices (SQIDs) implemented within this development include:
Rainwater Reuse Tanks;
Gross Pollutant Traps; and
Bioretention System.
1
Section 29
Operational Management and Maintenance Manual for Stormwater Quality Improvement Devices CC-3668
2. RAINWATER REUSE TANKS
2.1. Background
Rainwater reuse tanks provide benefits in terms of both water conservation and stormwater
management. Reuse of harvested roofwater reduces the volume of stormwater runoff entering
watercourses and associated stormwater pollutant loads.
2.2. Inspection and Maintenance
Table 2.1 outlines the various inspection and maintenance tasks required for each aspect of the
rainwater resuse tanks. The inspection and maintenance tasks outlined in Table 2.1 are consistent with
those outlined in Rainwater Tanks (DERM, 2008) and should be implemented to ensure the
effectiveness of the rainwater reuse tanks. Inspection and maintenance of rainwater reuse tanks is the
responsibility of each individual home owner.
Table 2.1 – Inspection and Maintenance Plan for Rainwater Reuse Tanks
Inspection and
Aspect Maintenance Inspection and Maintenance Activities
Frequency
First Flush Device 3 monthly Check that it is working effectively and clean if
necessary.
Gutters 6 monthly Regularly inspect the gutter and clean if necessary.
Keeping gutters as clean as possible will enable them
to drain freely and avoid contaminants entering the
tank.
Roof 6 monthly Check for accumulated debris including leaf and other
plant material. Remove all debris and prune
overhanging branches.
Tank inlets, insect- 6 monthly If necessary these should be cleaned and repaired.
proofing and leaf
filters
Tank and tank roof 6 monthly Check structural integrity of the tank, including roof
and access cover. Any holes or gaps should be
repaired.
Pipework 6 monthly Check for structural integrity and that all pipework
connections remain secure.
Internal inspection 6 monthly Check for evidence of access by animals, birds or
insects, including the presence of mosquito larvae. If
present, identify and close access points.
2 to 3 yearly Check inside the tank for accumulated sediment. If
sludge is covering the bottom of the tank, siphon it
out or completely empty the tank.
2
Section 30
Operational Management and Maintenance Manual for Stormwater Quality Improvement Devices CC-3668
3. GROSS POLLUTANT TRAPS
3.1. Background
Gross pollutant capture devices serve as primary stormwater treatment devices in a stormwater
treatment train as they target litter, coarse sediments and other large particles (larger than 5mm).
This pre-treatment of stormwater flows can help to reduce the risk of secondary or tertiary treatment
devices, located downstream, from being smothered, affecting the treatment performance and
effective service life.
3.2. Inspection and Maintenance
Gross pollutant traps will be installed to the top of all inlet pits within the development. Regular
inspection and maintenance is required to ensure the traps do not become blocked from sediment,
debris or litter. The storage capacity of the gross pollutant trap has been sized to ensure that the
maintenance (cleanout) frequency is not greater than once every 3 months.
Inspection and maintenance of the gross pollutant traps should be undertaken as per the manufacturer’s
recommendations and guidelines. At a minimum, at least three inspections should occur in the period
between October and May each year. Inspections should not be made less than 24 hours and not
more than 72 hours after the cessation of rainfall if the total rainfall on any day exceeds 30mm.
Litter, debris and sediment should be removed from the gross pollutant traps approximately every 3
months.
3
Section 31
Operational Management and Maintenance Manual for Stormwater Quality Improvement Devices CC-3668
4. BIORETENTION SYSTEM
4.1. Background
Bioretention systems treat stormwater by filtering runoff through densely planted vegetation and
then percolating the runoff through a prescribed filter media. Bioretention systems serve as tertiary
stormwater treatment devices in stormwater treatment trains. Bioretention systems contribute to
stormwater quality management outcomes by removing fine sediments, metals, particulates and
dissolved nutrients (Water by Design, 2009). The primary functions of a bioretention system, as
outlined in Maintaining Vegetated Stormwater Assets (Water by Design, 2012a) are to:
Capture and filter stormwater through dense vegetation;
Percolate stormwater through prescribed filter media and infiltrate it into surrounding soils
and/or discharge it to downstream drainage;
Allow high flow to bypass or pass over the bioretention area in a controlled manner; and
Provide visual amenity and promote ecology within urban zones.
The operational management and maintenance activities outlined below are consistent with the
recommendations provided in Concept Design Guidelines for Water Sensitive Urban Design (Water By
Design, 2009), WSUD Technical Guidelines for South East Queensland (Water By Design, 2006),
Maintaining Vegetated Stormwater Assets (Water By Design, 2012a) and Rectifying Vegetated
Stormwater Assets (Water By Design, 2012b).
4.2. Vegetation Establishment
The most intensive period of maintenance is during the first two years whilst the plants are established.
During this time regular watering and weeding is required.
4.2.1. Watering
Regular watering of the bioretention system is essential for successful establishment. The frequency of
watering is dependent on rainfall during the establishment phase however the following program should
be used as a guideline:
Week 1-2 3 waterings per week
Week 3-6 2 waterings per week
Week 7-12 1 watering per week
After Week 12, water as required during extended dry periods
4.2.2. Weeding
Weed management will need to be undertaken manually on a fortnightly basis until such time that the
plants are established with sufficient density to effectively prevent weed propagation. Surface mulching
of the bioretention system with organic material such as bark chips should not be undertaken as most
organic mulch floats and runoff typically causes this material to be washed away with a risk of causing a
drain blockage.
4
Section 32
Operational Management and Maintenance Manual for Stormwater Quality Improvement Devices CC-3668
4.3. Inspection and Maintenance
The scope of inspection and maintenance tasks should include verifying the function and condition of
the following aspects:
Vegetation;
Inlet;
Batter slopes and base invert;
Outlet; and
Rainfall events.
Table 4.1 outlines the various inspection and maintenance tasks required for each aspect of the
bioretention system.
4.4. Reporting and Log Booking
A historic record of inspections and maintenance undertaken is to be kept and made available for review
at all times. An inspection and maintenance checklist for bioretention systems has been developed and
is provided in Appendix A. The inspection and maintenance checklist provided in Appendix A is specific
for this development and is based on the checklist provided in Maintaining Vegetated Stormwater Assets
(Water By Design, 2012a).
4.5. Resetting of Bioretention System
With proper regular maintenance, the expected service life of a bioretention system is typically 20 -30
years. At such time, it may be necessary to replace some or all of the filter media to ensure effective
pollutant removal. To ensure the maximum service life of a bioretention system it is critical that the
filter media used is efficient in the capture and removal of target pollutants. It is also critical that dense
and healthy vegetation is maintained in order to remove nutrients and maintain the hydraulic
conductivity of the filter media. Regular and proper maintenance of the bioretention system will help
to ensure the efficiency and lifespan of the bioretention system is optimised.
5
Section 33
Operational Management and Maintenance Manual for Stormwater Quality Improvement Devices CC-3668
Table 4.1 – Inspection and Maintenance Plan for Bioretention Systems
Maintenance Preventative / Corrective
Aspect Performance Indicator Inspection Frequency Inspection Activities
Frequency Maintenance Activities
Vegetation
Plant height Average plant height Assess plant height to Increase frequency of watering
>500mm. ensure an average of and application of fertiliser. If
>500mm. necessary, re-establish with
species that are growing well in
other parts of the bioretention
system.
2 monthly during wet
Plant density Minimum 95% vegetation Assess plant densities to Plant additional vegetation to
season / 4 monthly
cover (minimal bare ensure a minimum of 95% increase the density. Increase
during dry season
patches). vegetation cover. the frequency of watering and
application of fertiliser.
Pests and Plants healthy and free from Assess plants for disease, As inspection Prune, treat or replace as
diseases pests and diseases. pest infection, stunted results dictate necessary to remove dead or
growth or senescent diseased vegetation material
plants. and to stimulate new growth.
Weeds No declared weeds (or 2 monthly during wet Identify the occurrence Implement the most appropriate
declared weeds are season / 4 monthly and coverage of any weed control method (e.g. physical
controlled). during dry season. species. removal, containment, biological
Maximum 10% cover of Inspection frequency control, herbicide application,
weeds. may need to be etc) for the weed species
increased whilst identified. Inspection frequency
implementing weed may need to be increased during
control measures. active control of weeds.
Inlet
Erosion Inlet is structurally sound Identify any scouring of Repair damage to the inlet
and there is no evidence of the inlet from storm resulting from scour and if
erosion or subsidence / Immediately following flows. necessary install scour
settlement. first 3 storm events after protection or energy dissipation.
Damaged or No damage that poses a risk construction complete. Check the inlet structure As inspection Repair and/or replace damaged
removed to public safety or structural Then 2 monthly during for any damage or loss of results dictate or lost infrastructure.
structures integrity. wet season / 4 monthly infrastructure.
Sediment, litter No blockage. during dry season Identify any blockage. Remove sediment, litter or
or debris debris to remove blockage or
potential blockage.
6
Section 34
Operational Management and Maintenance Manual for Stormwater Quality Improvement Devices CC-3668
Maintenance Preventative / Corrective
Aspect Performance Indicator Inspection Frequency Inspection Activities
Frequency Maintenance Activities
Batter Slopes and Base Invert
Erosion Minor erosion only that does Identify any scouring of Repair damage to the
not pose a risk to public the base invert from bioretention system profile
safety or structural integrity storm flows, rill erosion of resulting from scour, rill erosion
and would not worsen if left the batter slopes from or vehicle damage and if
unattended. lateral inflows or damage necessary re-profile the batter
to the batter profile from slopes and invert and revegetate
vehicles. to original design specification.
Crust of Fine No surface crusting. Identify any areas of Remove sediment where it is
Sediment obvious surface crusting. impeding the surface
conveyance or the hydraulic
conductivity of the bioretention
system and/ or smothering the
vegetation.
Depressions or No surface depressions or Identify any areas of Fill localised sag points with
Mounds mounds >100mm. depressions or mounds topsoil or remove excess
Immediately following
>100mm. sediment. If required, re-grade
first 3 storm events after
the batter slopes and re-
construction complete. As inspection
establish plantings.
Then 2 monthly during results dictate
wet season / 4 monthly
Hydraulic Filter media is draining Identify any surface Remove any sediment from the
during dry season
Conductivity or freely, whereby water is not ponding of water or boggy surface of the filter media, the
Permeability ponded on the surface for conditions. transition or drainage layers or
more than 12 hours after the under-drains. If necessary,
rainfall and there is no install sediment and erosion
obvious impermeable or control measures.
clay-like surface on the filter
media.
Underdrains / Clean out points not Check for any damage to Repair any damage to the clean
Clean Out Points damaged and end caps clean out points and out points and reinstall end
securely in place. ensure end caps are caps. Use clean out points to
Underdrain outlets are free securely in place. Check flush sediment from underdrains
draining. that underdrain outlets as required.
are not blocked and are
free draining.
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Maintenance Preventative / Corrective
Aspect Performance Indicator Inspection Frequency Inspection Activities
Frequency Maintenance Activities
Batter Slopes and Base Invert (cont.)
Unusual Odours, None detected. Check for any unusual Remove and replace vegetation
Colours or odours, colours or and filter media affected by
Substances (e.g. substances. grease, oil, fuels or other
oil and grease) Immediately following substances, as required.
Litter and Debris Maximum 1 piece per 4m2. first 3 storm events after Check for debris and litter Remove both organic and
construction complete. (including organic litter) As inspection anthropogenic litter and debris
Then 2 monthly during within the bioretention results dictate to ensure flow paths and
wet season / 4 monthly system. infiltration are not hindered.
Algal or Moss Maximum 10% of surface during dry season Identify any algal or moss Resolve why the filter media is
Growth covered in algae and no moss growth. constantly wet, allow the
growth. bioretention system to dry out
and remove algae by hand.
Outlet
Erosion Outlet is structurally sound Identify any scouring of Repair damage to the outlet
and there is no evidence of the outlet from high resulting from scour and if
erosion or subsidence / velocity flows. necessary install scour
settlement, including around protection or energy dissipation.
edges of rock protection or
tow of weir for large
systems.
Damaged or No damage that poses a risk Check the outlet structure Repair and/or replace damaged
removed to public safety or structural Immediately following for any damage or loss of or lost infrastructure.
structures integrity. first 3 storm events after infrastructure.
Sediment, litter No blockage. construction complete. Check for accumulated As inspection Remove accumulated sediment,
or debris Then 2 monthly during sediment, debris and results dictate debris and organic and
wet season / 3 monthly litter (including organic anthropogenic litter to ensure
during dry season litter) within the outlet the functioning of the outlet
structure. structure is not impeded.
Downstream No downstream Check for any Remove sediment where it is
outfall impediments to the release impediments to the impeding the conveyance of the
of water, no erosion or release of water from the outfall. Repair damage to the
damage to the outfall bioretention system (e.g. outfall profile resulting from
structure, and no evidence erosion, damage to scour or rill erosion and if
of malfunction (e.g. structure, sediment necessary re-profile.
accumulation, etc).
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excessive sediment
accumulated).
Maintenance Preventative / Corrective
Aspect Performance Indicator Inspection Frequency Inspection Activities
Frequency Maintenance Activities
Rainfall Events
Inspection after Bioretention system At least once per year Check that the As inspection Identify and rectify any system
rainfall operates satisfactorily in wet during, or immediately bioretention system is results dictate faults or functional impediments
conditions. after, a significant generally functioning as as required.
rainfall event (i.e. intended.
>50mm/day)
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5. REFERENCES
Department of Environment and Resource Management (DERM), 2008, Rainwater Tanks, Queensland
Government, Brisbane.
Water By Design, 2006, WSUD Technical Guidelines for South East Queensland: Version 1 – June 2006,
Brisbane City Council & Moreton Bay Waterways and Catchments Partnership, Brisbane.
Water By Design, 2009, Concept Design Guidelines for Water Sensitive Urban Design: Version 1 –
March 2009, SEQ Healthy Waterways Partnership, Brisbane.
Water By Design, 2012a, Maintaining Vegetated Stormwater Assets: Version 1 – February 2012,
Healthy Waterways Ltd, Brisbane
Water By Design, 2012b, Rectifying Vegetated Stormwater Assets: Draft – February 2012, Healthy
Waterways Ltd, Brisbane.
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APPENDIX A – BIORETENTION SYSTEM INSPECTION AND MAINTENANCE
CHECKLIST
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BIORETENTION SYSTEM INSPECTION AND MAINTENANCE CHECKLIST Page 1 of 3
Location BP and Hungry Jacks, Weyba Road, Noosaville Date
Purpose of Site Visit Inspection & Maintenance /
Weather
(circle) Inspection Only / Maintenance Only
Date and Volume of Last
Officer’s Name
Rainfall
Inspection Site Visit Maintenance Site Visit
Complies Maintenance
Aspect Performance Indicator (PI) Description of Maintenance Description of Additional
with PI? Required?
Undertaken Maintenance Required
Y N Y N
Vegetation
Plant height Average plant height >500mm.
Plant density Minimum 95% vegetation cover (minimal
bare patches).
Pests and Plants healthy and free from pests and
diseases diseases.
Weeds No declared weeds (or declared weeds
are controlled).
Maximum 10% cover of weeds.
Inlet
Erosion Inlet is structurally sound and there is no
evidence of erosion or subsidence /
settlement.
Damaged or No damage that poses a risk to public
removed safety or structural integrity.
structures
Sediment, litter No blockage.
or debris
Batter Slopes and Base Invert
Erosion Minor erosion only that does not pose a
risk to public safety or structural
integrity and would not worsen if left
unattended.
Crust of Fine No surface crusting.
Sediment
Depressions or No surface depressions or mounds
Mounds >100mm.
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BIORETENTION SYSTEM INSPECTION AND MAINTENANCE CHECKLIST Page 2 of 3
Inspection Site Visit Maintenance Site Visit
Complies Maintenance
Aspect Performance Indicator (PI) Description of Maintenance Description of Additional
with PI? Required?
Undertaken Maintenance Required
Y N Y N
Batter Slopes and Base Invert (cont.)
Hydraulic Filter media is draining freely, whereby
Conductivity or water is not ponded on the surface for
Permeability more than 12 hours after rainfall and
there is no obvious impermeable or clay-
like surface on the filter media.
Underdrains / Clean out points not damaged and end
Clean Out Points caps securely in place. Underdrains are
free draining at outlets.
Unusual Odours, None detected.
Colours or
Substances (e.g.
oil and grease)
Litter and Debris Maximum 1 piece per 4m2.
Algal or Moss Maximum 10% of surface covered in
Growth algae and no moss growth.
Outlet
Erosion Outlet is structurally sound and there is
no evidence of erosion or subsidence /
settlement, including around edges of
rock protection or tow of weir for large
systems.
Damaged or No damage that poses a risk to public
removed safety or structural integrity.
structures
Sediment, litter No blockage.
or debris
Downstream No downstream impediments to the
outfall release of water, no erosion or damage
to the outfall structure, and no evidence
of malfunction (e.g. excessive sediment
accumulated).
Rainfall Events
Inspection after Bioretention system operates
rainfall satisfactorily in wet conditions.
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BIORETENTION SYSTEM INSPECTION AND MAINTENANCE CHECKLIST Page 3 of 3
Comments
Photos of Site (explanatory notes)
1.
2.
3.
4.
5.
6.
Officer’s Signature
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