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Attachment 1 - Stormwater Management Plan
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Log in to see the plans as drawnAttachment 1 Stormwater Management Plan Response to Council’s Information Request– Application for a Development Permit to Establish a Dual Occupancy (MCU21/0157) 55 Doonella Street, Tewantin Qld 4565 Lot5 on RP73672 Ashburton Pastoral Company Pty Ltd
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Page 2
SW
MCU
3 LOW FLOW JUNCTION WITH SCREW CAP DETAIL RAINWATER REUSE / ATTENUATION TANK DETAIL
ISSUE
SW
3.2
ORIFICE PLATE DISK 100Ø HIGH FLOW ROOF DOWNPIPE CONNECTION TO
WITH 35mm ORIFICE OUTLET HYDRAULIC ENGINEERS SPECIFICATIONS
3.2
HIGH FLOW TANK
SW SW OUTLET D DRAINAGE PIPE
WALL
SW
RETENTION LEVEL 3,000L SLIMLINE RAINWATER TANK
3 SCREW ON
ACCESS CAP
ATTENUATION
VOLUME 1.5KL
DRAINAGE PIT
D
REVISED
DWAY EXTENT 2.8 OUTLET TO
SUBMITTED DWAY
DRAINAGE
SUBMITTED DWAY EXTENT SUBMITTED DWAY
D
EXTENTS EXTENTS
SUBMITTED
DWAY
EXTENTS NETWORK ORIFICE DISK TO BE GLUED
GRATED TRENCH
REVISED
REVISED
3.2 DWAY EXTENT
D REVISED
DWAY EXTENT
DWAY EXTENT RAINWATER REUSE
INSIDE JUNCTION. uPVC VOLUME 1.5KL
DRAIN
D
OUTLET FROM TANK TO BUTT
MØ C
C
D
SN MMØ
3 2.6 UP AGAINST ORIFICE DISK
0M uPV
PV
0
D
1 8
8u
D
INLET PIT WITH CLASS B TURFED BUFFER ZONE
SN
0
2.8 NOTE: TANKS TO BE PLUMBED FOR INTERNAL
10
GRATED LID. PROVIDE
D
RE-USE IN LAUNDRIES AND TOILETS
D
OCEANGUARD LITTER D
BASKET OR APPROVED 2.4 DETAIL A - RAINWATER RE-USE / ATTENUATION TANK DETAILS
D
D
EQUIVALENT. 2.6
RAINWATER TANK
100MMØ
D
D
SN8 uPVC 8 uPDVC
100MDMØ SN
D
@ MIN 0.5%
D
D
D
@ M IN 0. 5% HEADWALL WITH
D
2.4
D
APRON
D
D
2.2
D
D
6
D
D
RP73672
2
D
2
D
D
1.8
D
D
S
D
150M
SN8 uPVC
D
S
D
MØD
1.6 S
150M D
uPVC SN8
D
3 S
D
MØD
T16337
D
PROVIDE 3kL SLIMLINE RAINWATER S
REUSE / ATTENUATION TANK PER
DWELLING AS PER DETAIL A. 1.4
D
S
D
1.8
D
S
D
1.6
D
S
D
1.2
S
D
D
ENDWALL WITH ROCK S
D
D
APRON FOR SCOUR
PROTECTION. 1
S
D
S 08/11/21 REVISED FOR RFI - BRP
D
23/08/21 ISSUED FOR MCU - BRP
1.4
S DATE REVISION MARK CHK
D
PROJECT ENGINEER
S
D
1.2 0.8
S
D
0.75
1.02
SEWER MANHOLE S
0.78
IO
S E [email protected]
S 0.82 A 37 MARY ST NOOSAVILLE, QLD
S S DRAINAGE NOTES P +61 7 5211 1003
1. BUILDING AND ROOF DRAINAGE TO BE DESIGNED BY SUITABLY QUALIFIED HYDRAULIC ENGINEER. CLIENT
S S 2. INTERNAL STORMWATER DRAINAGE PIPES TO SITE SHALL BE MINIMUM SN8 CLASS uPVC OR PP
0.66 WITH MINIMUM 0.5% GRADE. ROWAN ANDERSON
1
S 3. ALL STORMWATER GRATES/LIDS WITHIN TRAFFICABLE AREAS TO BE MINIMUM CLASS "B" IN
S PROJECT
ACCORDANCE WITH AS3996.
4. OCEAN GUARD LITTER BASKET OR APPROVED EQUIVALENT TO BE PROVIDED AND INSTALLED IN 53 - 55 DOONELLA STREET
S S ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS.
0.80
5. RAINWATER TANKS TO BE PLUMBED FOR INTERNAL REUSE TO LAUNDRY AND TOILET FITTINGS. TEWANTIN
6. ALL GRATES AND LIDS SHALL SIT FLAT WITH ITS SURROUND AND NOT BE LOOSE OR MOVE UNDER
S S
PROVIDE TURFED WHEEL LOADS.
0.8 TITLE
BUFFER ZONE AT 0.71 7. ALL STORMWATER STRUCTURES TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT
S SPECIFICATION, AND LOCAL AUTHORITY GUIDELINES AND SPECIFICATIONS.
OUTLET. GRADE S 0.81
8. THE LOCATION OF ALL SERVICES MUST BE CONFIRMED ON SITE PRIOR TO WORKS COMMENCING STORMWATER DRAINAGE
AKE
LOCALLY TO FORM AND THE ENGINEER SHALL BE ADVISED OF ANY CONFLICTS AS SOON AS POSSIBLE. PLAN
L
DRAINAGE PATH S S 9. LANDSCAPED AND VEGETATED AREAS TO BE GRADED LOCALLY LOCALLY TOWARDS DRAINAGE.
LA
NEL
0.68
S S
DOO
PROJECT NO. DRAWING NO. STATUS
S S 20210038 C10 MCU
0.71
DRAWN DESIGNED SCALE ISSUE
S S
BRP BRP NTS B
S S
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EXISTING SITE CATCHMENT AREAS PROPOSED SITE CATCHMENT AREAS
MCU
ISSUE
EXTERNAL UPSTREAM
E2 E2 CATCHMENT
E1 E1
INTERNAL GROUND
CATCHMENT
C1 C2
INTERNAL ROOF
CATCHMENT
R1
R2
R1 R2
R3 R4
C2
08/11/21 REVISE FOR RFI - BRP
23/08/21 ISSUED FOR MCU - BRP
C1 DATE REVISION MARK CHK
PROJECT ENGINEER
C3 C4
E [email protected]
PROPOSED CATCHMENT AREAS A 37 MARY ST NOOSAVILLE, QLD
FRACTION P +61 7 5211 1003
CATCHMENT AREA (Ha)
IMPERVIOUS (%)
CLIENT
EXISTING CATCHMENT AREAS R1 0.013 100.0
ROWAN ANDERSON
FRACTION R2 0.013 100.0
CATCHMENT AREA (Ha) PROJECT
IMPERVIOUS (%)
R3 0.013 100.0 53 - 55 DOONELLA STREET
R1 0.017 100.0
R4 0.013 100.0 TEWANTIN
R2 0.024 100.0
C1 0.011 75.9
C1 0.048 7.1 TITLE
C2 0.016 70.1
C2 0.041 23.0 STORMWATER CATCHMENT
C3 0.026 22.9
E1 0.003 69.4 PLAN
C4 0.025 30.2
E2 0.006 50.6
E1 0.003 69.4
PROJECT NO. DRAWING NO. STATUS
E2 0.006 50.6 20210038 C20 MCU
DRAWN DESIGNED SCALE ISSUE
BRP BRP NTS B
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STORMWATER MANAGEMENT REPORT
53-55 Doonella Street
Tewantin, QLD 4565
Project No.: 20210038
Version: 2.0
Version Date: 09/11/21
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PROJECT INFORMATION
Client: Rowan Anderson
Site Location: 53 & 55 Doonella Street, Tewantin QLD 4565
Lot & Plan: Lot 4 T16337 & Lot 5 RP73672
Proposed Development: Residential duplex development
RECOR Consulting
Project Reference: 20210038
Contact Person: Benjamin Parry
Contact Phone: (07) 5211 1003
Document Control:
VERSION PREPARED REVIEWED DATE
N. Wagstaff
1.0 B. Parry 30/08/2021
(RPEQ: 26443)
2.0 B. Parry B. Parry 09/11/2021
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TABLE OF CONTENTS
PROJECT INFORMATION .................................................................................................................................... I
TABLE OF CONTENTS ........................................................................................................................................ II
1. INTRODUCTION ............................................................................................................................................ 1
2. SITE DETAILS ................................................................................................................................................. 1
2. 1. E X I S T I N G S I T E D E S C R I P T I O N ................................................................................ 1
2. 2. E X I S T I N G D R A I N A G E P A T T E R N S ............................................................................. 2
2.2.1 Stormwater Catchments .................................................................................................................... 2
2. 3. P R O P O S E D D E V E L O P M E N T D R A I N A G E P A T T E R N .......................................................... 4
2.3.1 Stormwater Concept .......................................................................................................................... 4
2.3.2 Stormwater Catchments .................................................................................................................... 4
2. 4. F L O O D C O N S I D E R A T I O N S .................................................................................... 6
2. 5. A C I D S U L P H A T E S O I L S ........................................................................................ 6
3. STORMWATER QUANTITY ............................................................................................................................ 7
3. 1. P R E – P O S T C O M P A R I S O N ................................................................................... 7
4. STORMWATER QUALITY ............................................................................................................................. 10
4. 1. C O N S T R U C T I O N P H A S E ...................................................................................... 10
4.1.1 Erosion and Sediment Control Measures ......................................................................................... 10
4. 2. O P E R A T I O N A L P H A S E ........................................................................................ 11
5. CONCLUSION .............................................................................................................................................. 12
PROPOSED DEVELOPMENT PLANS ........................................................................................ 13
OCEAN PROTECT OCEAN GUARD LITTER BASKET DOCUMENTATION..................................... 14
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1. INTRODUCTION
RECOR has been commissioned to prepare a Stormwater Management Report to
accompany a development application for a proposed residential duplex development in
Doonella Street, Tewantin.
This report examines the stormwater management considerations for the existing and
proposed development site and assesses how the run-off from the site is to be managed in
accordance with Noosa Shire Council requirements for stormwater drainage.
2. SITE DETAILS
2. 1. E X I S T I N G S I T E D E S C R I P T I O N
The site is made up of two adjoining properties, Lot 4 on T16337 (no. 53) and Lot 5 on
RP73672 (no. 55). The site and neighbouring properties to the east and west are zoned
medium density residential. The site is bounded to the south by Lake Doonella.
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2021)
Lot 4 on T16337 is accessed from the 14.77m frontage at 53 Doonella Street. The site has
an area covering 642.4m² and currently houses a detached dwelling on the northern end of
the site, and predominately grassed at the southern end of the site. The site has total
impervious area of 200.2m², made up of 166.2m² of roof and 34m² of paved areas.
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Lot 5 on RP73672 has an 18.24m frontage which provides access to the property from 55
Doonella Street. The site covers 649.4m² and contains a detached dwelling and small free-
standing shed making up 240.6m² of roof area, along with 93.9m² of paved area. Ground
cover at the rear of the property is predominately grass.
2. 2. E X I S T I N G D R A I N A G E P A T T E R N S
Data obtained from the Council’s interactive mapping does not identify any stormwater
infrastructure within Doonella Street at the location of the site frontages, however the
detailed survey has picked up two stormwater kerb inlet pits adjacent the driveways to each
property. The pits were unable to be accessed, so invert levels and dimensions for the
infrastructure are not known.
The surface run-off from the site drains south on both properties towards Lake Doonella.
Within Lot 4 on T16337, the site grades vary between up to 20% at the property access on
the northern end of the site, to less than 5% at the southern end of the site. The northern
end of Lot 5 on RP73672 falls at around 10% away from Doonella Street, towards grades of
around 5% at the southern end of the site. No natural drainage channels nor internal
stormwater infrastructure was identified by the survey, so it is believed that site run-off will
drain as overland sheet flow towards the lake at the south of the site.
The surface levels within the Doonella Street road reserve indicate that run-off from the
upstream footpath and verge areas will typically drain into the properties as surface run-off.
2.2.1 Stormwater Catchments
A schematic layout plan of the existing drainage catchments as described in the previous
sections is shown below in Figure 2.2 – Existing Catchments Plan
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Figure 2.2 – Existing Catchments Plan
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2. 3. P R O P O S E D D E V E L O P M E N T D R A I N A G E P A T T E R N
2.3.1 Stormwater Concept
Under existing conditions, the stormwater is discharged from the property as overland
surface flows towards Lake Doonella to the south of the sites. It is proposed that this will
remain the lawful point of discharge for the proposed development with the design
required to demonstrate no worsening of the peak discharges for the design storms for the
proposed development compared to the existing state.
Roof run-off for each unit will be collected and flow via downpipes into a 3kL slim-line
rainwater tank. The tanks will be plumbed for internal reuse in toilets and laundry areas, with
1.5kL of the tank allocated for reuse, and the remaining 1.5kL per tank dedicated to
attenuating site run-off to existing conditions. To minimise pollutants entering the tank, first
flush diverters will be installed to divert the initial capture of roof water to irrigation of the
vegetated areas on site.
The driveway run-off will be collected via grated trench drains that will filter through Ocean
Protect Ocean Guard litter basket (or approved equivalent) to provide primary treatment of
gross pollutants and larger particulates from the run-off.
Run-off from the upstream footpath catchments will be intercepted at the driveway access
to the site with a grated trench drain to control its flow through the site within the internal
drainage network.
Run-off from the rainwater tank overflows, driveway and upstream footpath areas will be
discharged overland through turfed buffer zone providing for further treatment and
reduction of flow rates to run-off before it leaves the site.
The roof and allotment drainage system for the proposed site shall be designed to comply
with:
1. Noosa Shire Council Planning Scheme Policy (PSP) - Engineering Design Standards
– Roads, drainage and earthworks;
2. The Queensland Urban Drainage Manual (QUDM); and
3. AS/NZS 3500.3:2015 - Plumbing and Drainage Part 3: Stormwater Drainage.
2.3.2 Stormwater Catchments
A schematic layout plan of the proposed development and its drainage catchments as
described in the previous sections is shown below in Figure 2.3 – Proposed Catchments
Plan.
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Figure 2.3 – Proposed Catchments Plan
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2. 4. F L O O D C O N S I D E R A T I O N S
The Noosa Shire Council Intramaps Flood Hazard Overlays show that the proposed
development site may be subject to flooding or inundation, which will need to be
considered when defining the minimum floor and surface levels for the development. The
extent of the flooding as indicated by Intramaps is shown below in Figure 2.4 – Noosa Plan
2020 Flood Hazard Overlay.
Figure 2.4 – Noosa Plan 2020 Flood Hazard Overlay
A Noosa Council flood certificate will be required for the proposed site that will define the
2100 1% AEP storm event flood level and determine the required habitable floor levels for
the dwellings on the site including freeboard above the flood level. A freeboard to habitable
floor levels of typically 500mm above the 2100 1% AEP storm event is likely to be required.
The levels of carparks and habitable floor levels will need to be confirmed during detailed
design.
2. 5. A C I D S U L P H A T E S O I L S
Acid sulphate soil testing is typically required in areas with surface levels less than 5.0m
Australian Height Datum (AHD) as stated in the State Planning Policy 2017. The
requirements for acid sulphate testing will be confirmed by a geotechnical engineer prior
to the detailed design stage of this proposed development.
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3. STORMWATER QUANTITY
3. 1. P R E – P O S T C O M P A R I S O N
The site has been modelled using the DRAINS software to model the peak flow hydrology
off the site. In accordance with ARR2019, an Initial Loss-Continuing Loss (IL-CL) model has
been used to assess the proposed development against the ensemble of storm temporal
patterns for the East Coast North region.
The loss parameters and temporal patterns have been imported from the ARR Datahub, and
rainfall intensities have been imported from the Bureau of Meteorology IFD rainfall data
allowing for a 20% increase to rainfall depths to account for future climate change patterns.
Due to the small nature of the development, a minimum time of concentration of 5 minutes
has been used for each contributing area.
The model used for DRAINS for 53 Doonella Street is shown below in Figure 3.1 – DRAINS
model Layout for 53 Doonella St, with the same configuration used for 55 Doonella Street.
Figure 3.1 – DRAINS model Layout for 53 Doonella St
The configuration of the catchment areas for pre-development and post development areas
are shown in Figure 3.2 – DRAINS Pre-development catchments and Figure 3.3 – DRAINS
Post-development catchments respectively. The developed flow rates were determined
from the sum of flow values at the source catchments prior to any impacts from the
attenuated model.
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Figure 3.2 – DRAINS Pre-development catchments
Figure 3.3 – DRAINS Post-development catchments
The results of the modelling against the range of design storms for the development under
the existing and proposed development conditions are shown in Table 3.1 Existing and
proposed unmitigated site peak discharge rates.
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Table 3.1 Existing and proposed unmitigated site peak discharge rates
53 Doonella Street 55 Doonella Street Total
A.E.P Qexisting Qproposed Qchange Qexisting Qproposed Qchange Qchange
(m³/s) (m³/s) (m³/s) (m³/s) (m³/s) (m³/s) (m³/s)
1EY 0.017 0.019 0.002 0.018 0.02 0.002 0.004
50% 0.019 0.024 0.005 0.021 0.022 0.001 0.006
0.5EY 0.022 0.026 0.004 0.024 0.026 0.002 0.006
20% 0.029 0.033 0.004 0.032 0.032 0 0.004
10% 0.039 0.04 0.001 0.039 0.04 0.001 0.002
5% 0.044 0.046 0.002 0.044 0.045 0.001 0.003
2% 0.05 0.053 0.003 0.051 0.053 0.002 0.005
1% 0.056 0.06 0.004 0.056 0.058 0.002 0.006
As the site has increased the total peak flows from the site, attenuation storage will be
required to mitigate the outflows to ensure that the development does not exceed the
predevelopment levels.
To determine the attenuation required, the model for the developed site was updated to
include the proposed rainwater tanks to be provided for the development. The reuse
portion of the tank was assumed to be full at the time of the storm so only the attenuation
portion contributes to flow mitigation. The attenuation portion of the rainwater tanks was
modelled as storage nodes with 2 1.5kL storage volumes provided per development. An
iterative sizing process was used to determine a low flow outlet of 35mm and high flow
outlet of 100mm would provide the required flow rates.
Using this mitigated development model, the proposed developed flows were again
compared to the existing state as shown below in Table 3.2 Existing and proposed
mitigated site peak discharge rates.
Table 3.2 Existing and proposed mitigated site peak discharge rates
53 Doonella Street 55 Doonella Street Total
A.E.P Qexisting Qproposed Qchange Qexisting Qproposed Qchange Qchange
(m³/s) (m³/s) (m³/s) (m³/s) (m³/s) (m³/s) (m³/s)
1EY 0.017 0.014 -0.003 0.018 0.015 -0.003 -0.006
50% 0.019 0.018 -1E-03 0.021 0.016 -0.005 -0.006
0.5EY 0.022 0.021 -0.001 0.024 0.021 -0.003 -0.004
20% 0.029 0.028 -0.001 0.032 0.027 -0.005 -0.006
10% 0.039 0.035 -0.004 0.039 0.035 -0.004 -0.008
5% 0.044 0.042 -0.002 0.044 0.041 -0.003 -0.005
2% 0.05 0.048 -0.002 0.051 0.048 -0.003 -0.005
1% 0.056 0.052 -0.004 0.056 0.051 -0.005 -0.009
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As the total peak flows are equal to or below the existing site conditions, the development
suitably controls the peak flow storm events from the development.
4. STORMWATER QUALITY
The following sections discuss the stormwater quality considerations for the construction
and operational phase of the development. Refer to Appendix A Proposed Development
Plans for the proposed stormwater drainage layout plan.
4. 1. C O N S T R U C T I O N P H A S E
4.1.1 Erosion and Sediment Control Measures
During construction, it will be necessary to manage stormwater run-off to avoid potential
contamination of downstream waterways from sediments and other pollutants from the site.
Best practice erosion and sediment controls shall be installed to minimise the discharge of
potential contaminants from the site, in accordance with the objectives of Appendix 2 of the
SPP (DERM, July 2017) shown below in Figure 4.1.
Figure 4.1 SPP 2017 Construction Phase Stormwater Management Design Objectives
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A site-specific erosion and sediment control plan shall be prepared as part of a future
submission for Operational Works approval. Suitable erosion and sediment controls for the
site may include:
1. Sediment fencing along all downstream boundaries of the site to capture sediment
from leaving the site.
2. A shakedown area is to be installed at the construction entry/exit to the site to
minimise sediment being transported to and from the site.
3. Ensuring stockpiles and construction materials are contained using sediment
fencing downstream of these areas.
4. Turfed diversion swales may be provided at upstream boundaries to divert surface
run-off around exposed earthwork areas.
4. 2. O P E R A T I O N A L P H A S E
Each site is approximately 650m², significantly below the development area threshold of
2,500m² as described in the SPP2017 Appendix 2: Stormwater Management Design
Objectives. In line with best practice stormwater management however, the development
will provide the following treatment measures to minimise any impacts arising from the
development.
• First-flush divertors will be installed for roof-water drainage to divert initial run-off
capture to irrigation of the vegetated areas on site.
• A 3,000L Slimline Rainwater tank per unit will be used to capture roof run-off, with
50% of the tank volume allocated to reuse, and 50% to attenuation storage.
• Ocean Protect Ocean Guard Litter baskets (or similar) are to be provided to the
driveway inlet pits minimise sediment and gross pollutants from entering the
drainage line. Refer to Appendix B Ocean Protect Ocean Guard Litter Basket for
details.
• A turfed buffer zone will be provided at the drainage outlet of each site to provide
additional filtering of pollutants, nutrient uptake and reduced flow rates from the
site.
As each proposed development is a residential duplex replacing an existing dwelling upon
the site, the proposed measures are considered to provide a practical stormwater
management solution that takes into account the site constraints and nature of the
development. It is considered that providing the proposed treatment train will achieve the
performance outcomes of the Noosa Shire Council PSP Water Quality and Drainage Code
PO6.
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5. CONCLUSION
This Stormwater Management Report has outlined how the stormwater run-off from the site
is to be managed to comply with the relevant requirements and minimise any adverse
impacts to the downstream catchments.
• The existing site and upstream catchments’ drainage patterns currently discharge
from the site as overland flows into towards Lake Doonella to the south of the site.
• The proposed legal point of discharge for the site will continue to be Lake Doonella.
• The existing and proposed development site have been modelled for the critical
design storm events for the site, which found attenuation would be required. Further
modelling for the mitigated developed site was able to demonstrate that there will
be no increase to total existing discharge conditions from the site for any of the storm
events.
• During construction, erosion and sediment control measures shall be implemented
to minimise potential contaminants impacting the downstream receiving
environment. An erosion and sediment control plan shall be developed as part of a
submission for Operational Works approvals.
• In the operational phase of the development, a stormwater treatment train will
provide quality will be implemented in a manner consistent with the nature of the
proposed development. Roof run-off is to be directed towards 4 x 3,000L rainwater
reuse and attenuation tanks that will be fitted with first-flush divertors to will divert
initial roof run-off to on site irrigation of vegetated areas. The tanks are to be
plumbed for reuse for internal (laundry and toilets) purposes that will serve to
provide both treatment and reduce the volume of run-off leaving the site. Ocean
Protect Ocean Guard litter baskets will be provided to the pits within the driveway
areas to provide at source primary treatment. The piped drainage will be discharged
through a turfed buffer zone to provide treatment and flow rate reductions.
• By implementing the proposed stormwater solution, it is considered that stormwater
layout proposed will minimise any adverse impacts to the downstream environment
arising from the stormwater run-off while also achieving the performance outcomes
required for the development.
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Proposed Development Plans
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SW
MCU
3 LOW FLOW JUNCTION WITH SCREW CAP DETAIL RAINWATER REUSE / ATTENUATION TANK DETAIL
ISSUE
SW
3.2
ORIFICE PLATE DISK 100Ø HIGH FLOW ROOF DOWNPIPE CONNECTION TO
WITH 35mm ORIFICE OUTLET HYDRAULIC ENGINEERS SPECIFICATIONS
3.2
HIGH FLOW TANK
SW SW OUTLET D DRAINAGE PIPE
WALL
SW
RETENTION LEVEL 3,000L SLIMLINE RAINWATER TANK
3 SCREW ON
ACCESS CAP
ATTENUATION
VOLUME 1.5KL
DRAINAGE PIT
D
REVISED
DWAY EXTENT 2.8 OUTLET TO
SUBMITTED DWAY
DRAINAGE
SUBMITTED DWAY EXTENT SUBMITTED DWAY
D
EXTENTS EXTENTS
SUBMITTED
DWAY
EXTENTS NETWORK ORIFICE DISK TO BE GLUED
GRATED TRENCH
REVISED
REVISED
3.2 DWAY EXTENT
D REVISED
DWAY EXTENT
DWAY EXTENT RAINWATER REUSE
INSIDE JUNCTION. uPVC VOLUME 1.5KL
DRAIN
D
OUTLET FROM TANK TO BUTT
MØ C
C
D
SN MMØ
3 2.6 UP AGAINST ORIFICE DISK
0M uPV
PV
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D
1 8
8u
D
INLET PIT WITH CLASS B TURFED BUFFER ZONE
SN
0
2.8 NOTE: TANKS TO BE PLUMBED FOR INTERNAL
10
GRATED LID. PROVIDE
D
RE-USE IN LAUNDRIES AND TOILETS
D
OCEANGUARD LITTER D
BASKET OR APPROVED 2.4 DETAIL A - RAINWATER RE-USE / ATTENUATION TANK DETAILS
D
D
EQUIVALENT. 2.6
RAINWATER TANK
100MMØ
D
D
SN8 uPVC 8 uPDVC
100MDMØ SN
D
@ MIN 0.5%
D
D
D
@ M IN 0. 5% HEADWALL WITH
D
2.4
D
APRON
D
D
2.2
D
D
6
D
D
RP73672
2
D
2
D
D
1.8
D
D
S
D
150M
SN8 uPVC
D
S
D
MØD
1.6 S
150M D
uPVC SN8
D
3 S
D
MØD
T16337
D
PROVIDE 3kL SLIMLINE RAINWATER S
REUSE / ATTENUATION TANK PER
DWELLING AS PER DETAIL A. 1.4
D
S
D
1.8
D
S
D
1.6
D
S
D
1.2
S
D
D
ENDWALL WITH ROCK S
D
D
APRON FOR SCOUR
PROTECTION. 1
S
D
S 08/11/21 REVISED FOR RFI - BRP
D
23/08/21 ISSUED FOR MCU - BRP
1.4
S DATE REVISION MARK CHK
D
PROJECT ENGINEER
S
D
1.2 0.8
S
D
0.75
1.02
SEWER MANHOLE S
0.78
IO
S E [email protected]
S 0.82 A 37 MARY ST NOOSAVILLE, QLD
S S DRAINAGE NOTES P +61 7 5211 1003
1. BUILDING AND ROOF DRAINAGE TO BE DESIGNED BY SUITABLY QUALIFIED HYDRAULIC ENGINEER. CLIENT
S S 2. INTERNAL STORMWATER DRAINAGE PIPES TO SITE SHALL BE MINIMUM SN8 CLASS uPVC OR PP
0.66 WITH MINIMUM 0.5% GRADE. ROWAN ANDERSON
1
S 3. ALL STORMWATER GRATES/LIDS WITHIN TRAFFICABLE AREAS TO BE MINIMUM CLASS "B" IN
S PROJECT
ACCORDANCE WITH AS3996.
4. OCEAN GUARD LITTER BASKET OR APPROVED EQUIVALENT TO BE PROVIDED AND INSTALLED IN 53 - 55 DOONELLA STREET
S S ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS.
0.80
5. RAINWATER TANKS TO BE PLUMBED FOR INTERNAL REUSE TO LAUNDRY AND TOILET FITTINGS. TEWANTIN
6. ALL GRATES AND LIDS SHALL SIT FLAT WITH ITS SURROUND AND NOT BE LOOSE OR MOVE UNDER
S S
PROVIDE TURFED WHEEL LOADS.
0.8 TITLE
BUFFER ZONE AT 0.71 7. ALL STORMWATER STRUCTURES TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT
S SPECIFICATION, AND LOCAL AUTHORITY GUIDELINES AND SPECIFICATIONS.
OUTLET. GRADE S 0.81
8. THE LOCATION OF ALL SERVICES MUST BE CONFIRMED ON SITE PRIOR TO WORKS COMMENCING STORMWATER DRAINAGE
AKE
LOCALLY TO FORM AND THE ENGINEER SHALL BE ADVISED OF ANY CONFLICTS AS SOON AS POSSIBLE. PLAN
L
DRAINAGE PATH S S 9. LANDSCAPED AND VEGETATED AREAS TO BE GRADED LOCALLY LOCALLY TOWARDS DRAINAGE.
LA
NEL
0.68
S S
DOO
PROJECT NO. DRAWING NO. STATUS
S S 20210038 C10 MCU
0.71
DRAWN DESIGNED SCALE ISSUE
S S
BRP BRP NTS B
S S
Page 21
EXISTING SITE CATCHMENT AREAS PROPOSED SITE CATCHMENT AREAS
MCU
ISSUE
EXTERNAL UPSTREAM
E2 E2 CATCHMENT
E1 E1
INTERNAL GROUND
CATCHMENT
C1 C2
INTERNAL ROOF
CATCHMENT
R1
R2
R1 R2
R3 R4
C2
08/11/21 REVISE FOR RFI - BRP
23/08/21 ISSUED FOR MCU - BRP
C1 DATE REVISION MARK CHK
PROJECT ENGINEER
C3 C4
E [email protected]
PROPOSED CATCHMENT AREAS A 37 MARY ST NOOSAVILLE, QLD
FRACTION P +61 7 5211 1003
CATCHMENT AREA (Ha)
IMPERVIOUS (%)
CLIENT
EXISTING CATCHMENT AREAS R1 0.013 100.0
ROWAN ANDERSON
FRACTION R2 0.013 100.0
CATCHMENT AREA (Ha) PROJECT
IMPERVIOUS (%)
R3 0.013 100.0 53 - 55 DOONELLA STREET
R1 0.017 100.0
R4 0.013 100.0 TEWANTIN
R2 0.024 100.0
C1 0.011 75.9
C1 0.048 7.1 TITLE
C2 0.016 70.1
C2 0.041 23.0 STORMWATER CATCHMENT
C3 0.026 22.9
E1 0.003 69.4 PLAN
C4 0.025 30.2
E2 0.006 50.6
E1 0.003 69.4
PROJECT NO. DRAWING NO. STATUS
E2 0.006 50.6 20210038 C20 MCU
DRAWN DESIGNED SCALE ISSUE
BRP BRP NTS B
Page 22
MCU
ISSUE
VEHICLE BODY PATH
B85 Vehicle (Realistic min radius) (20 4)
FORWARDS DIRECTION
B9 Vehicle (Realistic min radius) (20 4
B9 Vehicle (Realistic min radius) (20 4)
VEHICLE WHEEL PATH
FORWARDS DIRECTION
B85 Vehicle (Realistic min radius) (20 4) 300mm CLEARANCE
ENVELOPE FORWARDS
)
DIRECTION
VEHICLE BODY PATH
REVERSE DIRECTION
REVISED DWAY REVISED DWAY
REVISED DWAY
REVISED DWAY
VEHICLE WHEEL PATH
REVERSE DIRECTION
EXTENT EXTENT EXTENT
EXTENT
SUBMITTED DWAY EXTENTS SUBMITTED DWAY EXTENTS SUBMITTED DWAY EXTENTS SUBMITTED DWAY EXTENTS SUBMITTED DWAY EXTENTS
SUBMITTED DWAY EXTENTS
SUBMITTED SUBMITTED SUBMITTED
DWAY REVISED DWAY DWAY REVISED DWAY SUBMITTED DWAY REVISED DWAY
300mm CLEARANCE
EXTENT EXTENT DWAY REVISED DWAY EXTENT
EXTENTS EXTENTS EXTENTS
REVISED DWAY EXTENTS EXTENT
EXTENT
ENVELOPE REVERSE
DIRECTION
REVISED DWAY
EXTENT REVISED DWAY
REVISED DWAY EXTENT
SUBMITTED DWAY EXTENTS SUBMITTED DWAY EXTENTS EXTENT
SUBMITTED DWAY EXTENTS
SUBMITTED DWAY EXTENTS SUBMITTED DWAY EXTENTS
SUBMITTED DWAY EXTENTS SUBMITTED DWAY EXTENTS
SUBMITTED
DWAY REVISED DWAY SUBMITTED
EXTENTS EXTENT SUBMITTED DWAY REVISED DWAY
REVISED DWAY DWAY REVISED DWAY EXTENT
EXTENTS
EXTENT EXTENTS EXTENT
REVISED DWAY
EXTENT
08/11/21 REVISED FOR RFI - BRP
23/08/21 ISSUED FOR MCU - BRP
DATE REVISION MARK CHK
PROJECT ENGINEER
B 9 Vehicle (Realistic min radius) (20 4)
B85 Vehicle (Realistic min radius) (20 4)
E [email protected]
B9 Vehicle (Realistic min radius) (20 4)
B85 Vehicle (Realistic min radius) (20 4)
A 37 MARY ST NOOSAVILLE, QLD
P +61 7 5211 1003
CLIENT
ROWAN ANDERSON
PROJECT
53 - 55 DOONELLA STREET
TEWANTIN
TITLE
VEHICLE SWEPT PATHS
55 DOONELLA ST
PROJECT NO. DRAWING NO. STATUS
20210038 C30 MCU
DRAWN DESIGNED SCALE ISSUE
BRP BRP NTS B
Page 23
MCU
ISSUE
VEHICLE BODY PATH
FORWARDS DIRECTION
B85 Vehicle (Realistic min radius) (20 4)
VEHICLE WHEEL PATH
B9 Vehicle (Realistic min rad
B9 Vehicle (Realistic min radiu
FORWARDS DIRECTION
300mm CLEARANCE
hB85Ve icle(Realisticminrad
ENVELOPE FORWARDS
ius) (20 4)
(20 4) s)
DIRECTION
ius)(20 4)
REVISED DWAY REVISED DWAY REVISED DWAY REVISED DWAY
EXTENT EXTENT EXTENT EXTENT
SUBMITTED DWAY EXTENT SUBMITTED DWAY EXTENT SUBMITTED DWAY EXTENT SUBMITTED DWAY EXTENT
REVISED DWAY SUBMITTED
DWAY
REVISED DWAY SUBMITTED
DWAY
REVISED DWAY SUBMITTED
DWAY
REVISED DWAY SUBMITTED
DWAY
VEHICLE BODY PATH
REVERSE DIRECTION
EXTENT EXTENT EXTENT EXTENT
EXTENTS EXTENTS EXTENTS EXTENTS
VEHICLE WHEEL PATH
REVERSE DIRECTION
300mm CLEARANCE
ENVELOPE REVERSE
DIRECTION
UP
UP
UP
UP
REVISED DWAY REVISED DWAY REVISED DWAY REVISED DWAY
EXTENT EXTENT EXTENT EXTENT
SUBMITTED DWAY EXTENT SUBMITTED DWAY EXTENT SUBMITTED DWAY EXTENT SUBMITTED DWAY EXTENT
REVISED DWAY SUBMITTED REVISED DWAY SUBMITTED REVISED DWAY SUBMITTED REVISED DWAY SUBMITTED
EXTENT DWAY EXTENT DWAY EXTENT DWAY EXTENT DWAY
EXTENTS EXTENTS EXTENTS EXTENTS
08/11/21 REVISED FOR RFI - BRP
23/08/21 ISSUED FOR MCU - BRP
DATE REVISION MARK CHK
PROJECT ENGINEER
E [email protected]
B85 Vehicle (Realistic min radius) (20 4)
B9 Vehicle (Realistic min radius) (20 4)
B9 Vehicle (Realistic min radius) (20 4)
A 37 MARY ST NOOSAVILLE, QLD
B85 Vehicle (Realistic min radius) (20 4)
P +61 7 5211 1003
CLIENT
ROWAN ANDERSON
PROJECT
53 - 55 DOONELLA STREET
TEWANTIN
TITLE
VEHICLE SWEPT PATHS
UP
UP
UP
UP
53 DOONELLA ST
PROJECT NO. DRAWING NO. STATUS
20210038 C31 MCU
DRAWN DESIGNED SCALE ISSUE
BRP BRP NTS B
Page 24
Ocean Protect Ocean Guard Li tter Basket
Documentation
Page 14 of 14
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 25
OceanGuard Technical Design Guide [OCR of page images] ©|OCEAN PROTECT OceanGuard Technical Design Guide
Page 26
Ocean Protect | OceanGuard Technical Design Guide
Table of Contents
Introduction ............................................................................................................................................ 2
Operational Overview ............................................................................................................................ 2
Features .................................................................................................................................................. 3
Configurations ........................................................................................................................................ 3
Performance ........................................................................................................................................... 4
Maintenance........................................................................................................................................... 4
Design Basics .......................................................................................................................................... 5
1. Hydraulic Design & Configuration ............................................................................................................. 5
2. Water Quality Design................................................................................................................................. 5
3. Mass Load Design ...................................................................................................................................... 5
Rev: 1 Last Updated: March 2019
Page 1 of 5
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Ocean Protect | OceanGuard Technical Design Guide
Introduction
The OceanGuard technology is a gully pit basket designed to fit within new and existing stormwater pits
targeting pollution in stormwater runoff. The system is offered with a choice of filtration bag liners, designed
to remove gross pollutants, total suspended solids and attached pollutants. It can be adopter as a stand-
alone technology or as part of a treatment train with our StormFilter or Jellyfish filtration products.
The filtration bag, filtration cage and flow diverter work together to maximise the flow treated, pollutant
capture, hydraulic efficiency and ultimately retaining captured pollutants dry. OceanGuard pit inserts are
highly effective, easy to install and simple to maintain.
Operational Overview
The OceanGuard is installed into field or kerb inlet gully pits. The flow diverter at top of the unit has a rigid
recycled plastic HDPE skirt that is installed against the walls directing all incoming stormwater flows into the
filtration bag.
The stormwater is then filtered via direct screening through the filtration bag liner ensuring that any debris
larger than the openings in the filtration bag are captured and retained.
During large storm events the water elevation in the filtration bag can rise and peak flows are internally
bypassed through slots created in the flow diverter which has no moving parts that may prematurely fail.
At the end of the storm event debris and stormwater rest at the base of the filtration bag where the stored
material will start to dry until the next storm event.
Figure 1: OceanGuard components
Page 2 of 5
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Ocean Protect | OceanGuard Technical Design Guide
Features
The OceanGuard technology has the following features:
- Flow Diverter
Directs flow into the unit for filtration of stormwater flows and includes an in-built rigid bypass to
divert stormwater overflows in high-intensity and peak storm flows.
- Filtration Bag
Removable coarse (gross pollutant removal) and fine grade (200micron) filtration bags.
- Filtration Cage
The supporting cage that allows for the use of larger filtration bags.
The OceanGuard can also be fitted with an oil/hydrocarbon adsorbent material (optional) to capture and
retain oil and grease. The adsorbent material is contained in socks that are designed to ensure maximum
contact with stormwater as it enters the gully pit.
The OceanGuard is designed to be easily retrofitted into new and existing stormwater pits, requiring no
construction or land take. The OceanGuard is often the most practical solution and reduces the pollutant
load and maintenance burden on downstream infrastructure.
Configurations
The OceanGuard can fit a range of pits typically found in Australia including, kerb entry, rear entry with grated
drain entry as well as field gully pits. There are multiple sizes to suit pits ranging in plan dimensions of 450 x
450mm – 1200 x 1200mm. Additional custom sizes are available to suit circular and non-standard pits.
The standard OceanGuard configuration treats surface flow only, see figure 2. In some instances, it may be
necessary to treat pipe flow, see figure 3. Remember to limit the upstream catchment to the basket to no
more than 1000m2 (or DN300mm pipe) otherwise the peak flows may cause structural damage to the
OceanGuard. Furthermore, to assist design checks by a suitable qualified engineer need to be undertaken to
ensure the upstream catchment is not excessively large. Please note that the OceanGuard technology is not
a replacement for an in-line gross pollutant trap.
Figure 2: Standard configuration – surface flow Figure 3: Example configuration – pipe flow
Another typical configuration required, is where the runoff collected by grated strip or trench drains needs
to be treated, see figure 4.
Page 3 of 5
Page 29
Ocean Protect | OceanGuard Technical Design Guide
Figure 4: Example configuration – Grated strip/trench drain
Performance
Typically, laboratory testing provides a means to generate hydraulic and basic performance data, but it
should also be complemented with long-term field data. Gully pit baskets that operate under unrestricted
flows require both a combination lab and field studies to accurately understand performance.
Ocean Protect has and is undertaking field testing locally in Australia and copies of the supporting articles are
available upon request from Ocean Protect.
Gully pit baskets and associated technology have been available in Australia and overseas for more than 20
years. The OceanGuard technology has design elements and removal performance that are the same as some
off-patent technologies, such as the previous generation EnviroPod previously sold by Stormwater360
Australia (Now Ocean Protect) under licence.
The OceanGuard meets all previous performance data and current approvals across Australia in terms of
pollutant removal, flow rate and head loss. Please contact your Ocean Protect representative for more
information.
Please contact your Ocean Protect representative to obtain the StormFilter approval status in your area.
Maintenance
Maintenance of the OceanGuard is simple effective and seldom requires confined space entry or specialised
equipment, often being completed by hand without the need of vacuum equipment. Simply remove the
OceanGuard from the pit with the tags provided and invert the bag into a waste bin. Inspect the liner and
brush by hand or spray with a pressure washer if required to rejuvenate the filtration bag. Record the
information and replace the filtration bag.
Inspection & Cleaning
The Ocean Guard® system should be inspected at regular intervals from 1-2 months during the first year of
installation to ensure optimum performance. The frequency at which the OceanGuard will need to be
maintained will depend on site activities, land uses, catchment area and this size of OceanGuard installed, 1-
6 times annually (3-4 typ.).
For further information please refer to the OceanGuard Operations and Maintenance Manual.
Page 4 of 5
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Ocean Protect | OceanGuard Technical Design Guide
Design Basics
The design requirements of any OceanGuard system is detailed in 3 typical steps.
1. Hydraulic Design & Configuration
2. Water Quality Design
3. Mass Load Design
1. Hydraulic Design & Configuration
All OceanGuard inserts must be designed to ensure that the hydraulic requirements of the system are met
without adversely impacting the upstream hydraulics (limiting the likelihood of localised flooding).
2. Water Quality Design
Ocean Protect recommends and uses the widely endorsed Model for Urban Stormwater Improvement
Conceptualisation (MUSIC), which makes it easy to correctly sizing an appropriate StormFilter system for your
site.
A complimentary design service which includes MUSIC modelling is provided by the Ocean Protect
engineering team. Simply email your project details to [email protected] or alternatively you
can always call one of our engineers for a discussion or to arrange a meeting in your office. The team will
provide you with an efficient design containing details of the devices required to meet your water quality
objectives together with budget estimates, product drawings and the MUSIC (.sqz) file.
Alternatively, you can download the MUSIC treatment nodes for the Ocean Protect products from our
website (www.oceanprotect.com.au).
When designing/modelling an OceanGuard system for water quality purposes in MUSIC, a single GPT node is
utilised. The GPT node is utilised with relevant removal efficiencies inserted. These parameters can vary
based on the jurisdiction (authority) of your project, relevant details can be obtained from Ocean Protect.
When modelling, the high-flow bypass is modified in node by adding the total number of Ocean Guards
installed and multiplying this number by 20L/s, eg 10 x Ocean Guards = 0.2m3/s.
All details such as drawings, specifications and maintenance manuals can also be downloaded for integration
into your project’s documentation. Additionally the Ocean Protect team is available to review your model
and provide additional assistance and guidance on the configuration of the OceanGuard system(s) for your
project.
3. Mass Load Design
Always be mindful of the magnitude of upstream catchment areas pay particular attention to perceived dirty
or high loading sites. The Ocean Protect team can provide assistance and details on this process.
Page 5 of 5
Page 31
OceanGuardTM Operations & Maintenance Manual [OCR of page images] ©|OSEAN PROTECT OceanGuard™ Operations & Maintenance Manual
Page 32
Ocean Protect | OceanGuard Operations & Maintenance Manual
Table of Contents
Introduction ........................................................................................................................................... 2
Why do I need to perform maintenance? .................................................................................................... 2
Health and Safety................................................................................................................................... 3
Personnel health and safety ......................................................................................................................... 3
How does it Work? ................................................................................................................................ 4
Maintenance Procedures....................................................................................................................... 4
Primary Types of Maintenance .................................................................................................................... 4
Minor Service ................................................................................................................................................ 5
Hand Maintenance.................................................................................................................................... 5
Vacuum Maintenance ............................................................................................................................... 5
Major Service (Filter Bag Replacement)....................................................................................................... 5
Additional Reasons of Maintenance ............................................................................................................ 6
Hazardous Material Spill ........................................................................................................................... 6
Blockages................................................................................................................................................... 6
Major Storms and Flooding ...................................................................................................................... 6
Disposal of Waste Materials ......................................................................................................................... 6
Maintenance Services ............................................................................................................................ 6
Rev: 1 Last Updated: March 2019
Page 1 of 6
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Ocean Protect | OceanGuard Operations & Maintenance Manual
Introduction
The primary purpose of stormwater treatment devices is to capture and prevent pollutants from entering
waterways, maintenance is a critical component of ensuring the ongoing effectiveness of this process. The
specific requirements and frequency for maintenance depends on the treatment device and pollutant load
characteristics of each site. This manual has been designed to provide details on the cleaning and
maintenance processes as recommended by the manufacturer.
The OceanGuard technology is a gully pit basket designed to fit within new and existing gully pits to remove
pollution from stormwater runoff. The system has a choice of Filtration liners, designed to remove gross
pollutants, total suspended solids and attached pollutants as either a standalone technology or as part of a
treatment train with our StormFilter or Jellyfish Filtration products. OceanGuard pit baskets are highly
effective, easy to install and simple to maintain.
Why do I need to perform maintenance?
Adhering to the maintenance schedule of each stormwater treatment device is essential to ensuring that it
functions properly throughout its design life.
During each inspection and clean, details of the mass, volume and type of material that has been collected
by the device should be recorded. This data will assist with the revision of future management plans and help
determine maintenance interval frequency. It is also essential that qualified and experienced personnel carry
out all maintenance (including inspections, recording and reporting) in a systematic manner.
Maintenance of your stormwater management system is essential to ensuring ongoing at-source control of
stormwater pollution. Maintenance also helps prevent structural failures (e.g. prevents blocked outlets) and
aesthetic failures (e.g. debris build up), but most of all ensures the long term effective operation of the
OceanGuard.
Page 2 of 6
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Ocean Protect | OceanGuard Operations & Maintenance Manual
Health and Safety
Access to pits containing an OceanGuard typically requires removing (heavy) access covers/grates, but
typically it is not necessary to enter into a confined space. Pollutants collected by the OceanGuard will vary
depending on the nature of your site. There is potential for these materials to be harmful. For example,
sediments may contain heavy metals, carcinogenic substances or sharp objects such as broken glass and
syringes. For these reasons, there should be no primary contact with the waste collect and all aspects of
maintaining and cleaning your OceanGuard require careful adherence to Occupational Health and Safety
(OH&S) guidelines.
It is important to note that the same level of care needs to be taken to ensure the safety of non-work
personnel, as a result it may be necessary to employ traffic/pedestrian control measures when the device is
situated in, or near areas with high vehicular/pedestrian activity.
Personnel health and safety
Whilst performing maintenance on the OceanGuard pit insert, precautions should be taken in order to
minimise (or when possible prevent) contact with sediment and other captured pollutants by maintenance
personnel. In order to achieve this the following personal protective equipment (PPE) is recommended:
Puncture resistant gloves
Steel capped safety boots,
Long sleeve clothing, overalls or similar skin protection
Eye protection
High visibility clothing or vest
During maintenance activities it may be necessary to implement traffic control measures. Ocean Protect
recommend that a separate site specific traffic control plan is implemented as required to meet the relevant
governing authority guidelines.
The OceanGuard pit insert is designed to be maintained from surface level, without the need to enter the
pit. However depending on the installation configuration, location and site specific maintenance
requirements it may be necessary to enter a confined space occasionally. It is recommended that all
maintenance personnel evaluate their own needs for confined space entry and compliance with relevant
industry regulations and guidelines. Ocean Protect maintenance personnel are fully trained and carry
certification for confined space entry.
Page 3 of 6
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Ocean Protect | OceanGuard Operations & Maintenance Manual
How does it Work?
OceanGuard is designed to intercept stormwater as it enters the stormwater pits throughout a site. The
OceanGuard has diversion panels that sit flush with the pit walls, this ensures that as stormwater enters at
the top of the pit it is directed to the middle of the insert where the Filtration bag is situated. The filtration
bag allows for screening to occur removing 100% of pollutants greater than the opening of the filtration
material (200micron, 1600micron bags available).
During larger rain events the large flows overflow slots in the flow diverter of the OceanGuard ensure that
the conveyance of stormwater is not impeded thus eliminating the potential for surface flooding. As the flow
subsides, the captured pollutants are held in the OceanGuard Filtration bag dry. The waste then starts to dry
which reduces the magnitude of organic material decomposition transitioning between maintenance
intervals.
Maintenance Procedures
To ensure that each OceanGuard pit insert achieves optimal performance, it is advisable that regular
maintenance is performed. Typically the OceanGuard requires 2-4 minor services annually, pending the
outcome of these inspections additional maintenance servicing may be required.
Primary Types of Maintenance
The table below outlines the primary types of maintenance activities that typically take place as part of an
ongoing maintenance schedule for the OceanGuard.
Description of Typical Activities Frequency
Filter bag inspection and evaluation
Minor Service Removal of capture pollutants 2-4 Times Annually
Disposal of material
Filter Bag Replacement
Major Service As required
Support frame rectification
Page 4 of 6
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Ocean Protect | OceanGuard Operations & Maintenance Manual
Maintenance requirements and frequencies are dependent on the pollutant load characteristics of each site.
The frequencies provided in this document represent what the manufacturer considers to be best practice
to ensure the continuing operation of the device is in line with the original design specification.
Minor Service
This service is designed to return the OceanGuard device back to optimal operating performance. This type
of service can be undertaken either by hand or with the assistance of a Vacuum unit.
Hand Maintenance
1. Establish a safe working area around the pit insert
2. Remove access cover/grate
3. Use two lifting hooks to remove the filtration bag
4. Empty the contents of the filtration bag into a disposal container
5. Inspect and evaluate the filtration bag
6. Inspect and evaluate remaining OceanGuard components
(i.e. flow diverter, filtration cage and supporting frame)
7. Rejuvenate filtration bag by removing pollutant build up with a stiff brush, additionally the filtration
bag can be washed using high pressure water
8. Re-install filtration bag and replace access cover/grate
Vacuum Maintenance
1. Establish a safe working area around the pit insert
2. Remove access cover/grate
3. Vacuum captured pollutants from the filtration bag
4. Remove filtration bag
5. Inspect and evaluate the filtration bag
6. Inspect and evaluate remaining OceanGuard components
(i.e. flow diverter, filtration cage and supporting frame)
7. Rejuvenate filtration bag by removing pollutant build up with a stiff brush, additionally the filtration
bag can be washed using high pressure water
8. Re-install filtration bag and replace access cover/grate
Major Service (Filter Bag Replacement)
For the OceanGuard system, a major service is a reactionary process based on the outcomes from the
minor service.
Trigger Event from Minor Service Maintenance Action
Filtration bag inspection reveals
Replace the filtration bag[1]
damage
Perform rectification works and if
Component inspection reveals damage
necessary replace components[1]
[1] Replacement filtration bags and components are available for purchase from Ocean Protect.
Page 5 of 6
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Ocean Protect | OceanGuard Operations & Maintenance Manual
Additional Reasons of Maintenance
Occasionally, events on site can make it necessary to perform additional maintenance to ensure the
continuing performance of the device.
Hazardous Material Spill
If there is a spill event on site, all OceanGuard pits that potentially received flow should be inspected and
cleaned. Specifically all captured pollutants from within the filtration bag should be removed and disposed
in accordance with any additional requirements that may relate to the type of spill event. All filtration bags
should be rejuvenated (replaced if required) and re-installed.
Blockages
The OceanGuards internal high flow bypass functionality is designed to minimise the potential of
blockages/flooding. In the unlikely event that flooding occurs around the stormwater pit the following steps
should be undertaken to assist in diagnosing the issue and implementing the appropriate response.
1. Inspect the OceanGuard flow diverter, ensuring that they are free of debris and pollutants
2. Perform a minor service on the OceanGuard
3. Remove the OceanGuard insert to access the pit and inspect both the inlet and outlet pipes, ensuring
they are free of debris and pollutants
Major Storms and Flooding
In addition to the scheduled activities, it is important to inspect the condition of the OceanGuard pit insert
after a major storm event. The inspection should focus on checking for damage and higher than normal
sediment accumulation that may result from localised erosion. Where necessary damaged components
should be replaced and accumulated pollutants disposed.
Disposal of Waste Materials
The accumulated pollutants found in the OceanGuard must be handled and disposed of in a manner that is
in accordance with all applicable waste disposal regulations. When scheduling maintenance, consideration
must be made for the disposal of solid and liquid wastes. If the filtration bag has been contaminated with
any unusual substance, there may be additional special handling and disposal methods required to comply
with relevant government/authority/industry regulations.
Maintenance Services
With over a decade and a half of maintenance experience Ocean Protect has developed a systematic
approach to inspecting, cleaning and maintaining a wide variety of stormwater treatment devices. Our fully
trained and professional staff are familiar with the characteristics of each type of system, and the processes
required to ensure its optimal performance.
Ocean Protect has several stormwater maintenance service options available to help ensure that your
stormwater device functions properly throughout its design life. In the case of our OceanGuard system we
offer long term pay-as-you-go contracts, pre-paid once off servicing and replacement filter bags.
For more information please visit www.OceanProtect.com.au
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Ocean Protect | OceanGuard Installation Guide
Rev: 1 Last Updated: March 2019
Introduction
The purpose of this manual is to indicate the safest and most efficient method in installing the Ocean
Protect OceanGuard.
Equipment
The following personal protective equipment is required by staff for installation activities:
Puncture resistant gloves
Steel capped safety boots,
Long sleeve clothing, overalls or similar skin protection
Eye protection
Hearing protection
High visibility clothing or vest
Note: The above list is a guide only, all individuals performing installation should evaluate their own OH&S
requirements as required by law or site specific safety requirements.
Typical tools required for installation include the following
Tape measure Hammer
Marking Template Stanley knife
Marking spray paint Straight edge
8mm masonry drill 10mm socket and ratchet
5 mm steel drill Hacksaw
Pop Riveter for 4.8mm rivets
Components
Figure 1: OceanGuard components
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Configurations
The OceanGuard can fit a range of pits typically found in Australia including, kerb entry, rear entry with grated
drain entry as well as field gully pits.
There are multiple sizes to suit pits ranging in plan dimensions of 450 x 450mm – 1200 x 1200mm. Additional
custom sizes are available to suit circular and non-standard pits.
The standard OceanGuard installation treats surface flow only, see figure 2.
In some instances, it may be necessary to perform an installation that treats pipe flow, see figure 3.
Figure 2: Standard configuration – surface flow Figure 3: Example configuration – pipe flow
Another typical configuration required, is where the runoff collected by grated strip or trench drains needs
to be treated, see figure 4.
Figure 4: Example configuration – strip/trench drain
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Installation Procedure
The aim of all pit insert installations is to install the largest unit into each pit, without influencing the hydraulic
performance of the pit or drainage system.
Strut Install
1. Measure the internal dimensions of the pit while marking the center of the pit length, at 150mm
down from entry of pit (the height where the struts are to be secured).
2. Mark the position of the holes for the L-brackets, based on the center mark
3. Using an 8mm masonry drill bit drill holes for the insertion of the Dyna Bolts
(4 holes total, 2 per strut)
4. Attached L-brackets with dyna bolts to the pit wall (4 locations)
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5. Align T-strut onto L-brackets and secure with pop rivets, repeat for second strut
Flow Diverter Install
1. Measure the internal dimensions of the pit at the height at which the plastic is to sit. If necessary
trim flow diverter panels to fit internal dimensions (add an additional 20mm each side to ensure
tight pressure fit)
2. With the plastic bent slightly upwards, lower the Top Section into the pit, guiding the unit so that it
locates on the T Sections struts.
3. Drill a 5mm hole through the flow diverter and into the strut for each T-strut, and secure the flow
diverter to the T-strut with a pop rivet. NOTE: if you OceanGuard requires a Filtration Cage this
step can be skipped and addressed as part of the Filtration Cage Installation.
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Filtration Cage Install (if required)
1. Lower the filtration cage through the flow diverter until the lip of the cage sits on the internal lip
2. Drill a 5mm hole through the flow diverter, filtration cage lip and into the strut for each T-strut, and
secure the flow diverter to the T-strut with a pop rivet.
Filtration Bag Install
1. Open the split ring by pulling apart at the connection point and thread the filtration bag onto the
stainless steel split ring.
2. Lower the bag into the pit ensuring and pull the internal filter mesh downwards to ensure a secure
fit with the top section.
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. G STRATEGIC STRATEGIC SOLUTIONS, CREATIVE THINKING rgstrategic.com.au