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REFERENCE DOCUMENT
MCU24/0141 & OPW24/0184
NOOSA COUNCIL
2 APRIL 2025
STORMWATER MANAGEMENT REPORT
4 LEO ALLEY ROAD, NOOSAVILLE
Client: ABODA DESIGN GROUP
Project Number: 240127
October 2024
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Full text of sections 2 to 18 (of 58)
Section 2
30/10/2024
Aboda Design Group
2/1794 David Low Way
Coolum Beach, QLD, 4573
[email protected]
Dear Lee,
STORMWATER MANAGEMENT REPORT
4 LEO ALLEY ROAD, NOOSAVILLE
Document Control
Version Date Details Prepared Checked Approved
0 30/10/2024 For Approval Jess Ward Matt Folker Charles Cook
Regards,
Charles Cook
Civil Engineer, RPEQ
0492 947 852
For and on behalf of Infinity Consulting Engineers
Section 3
1. INTRODUCTION ......................................................................................................................................... 3
1.1. REFERENCE INFORMATION........................................................................................................................... 3
2. EXISTING SITE ............................................................................................................................................ 4
2.1. GENERAL ................................................................................................................................................... 4
2.2. DRAINAGE AND CATCHMENTS ...................................................................................................................... 4
2.3. FLOODING ................................................................................................................................................. 5
3. PROPOSED DEVELOPMENT ...................................................................................................................... 5
3.1. GENERAL ................................................................................................................................................... 5
3.2. LAWFUL POINT OF DISCHARGE ..................................................................................................................... 5
4. STORMWATER QUALITY MANAGEMENT ................................................................................................ 6
4.1. WATER QUALITY OBJECTIVES....................................................................................................................... 6
4.2. WATER QUALITY MODELLING ...................................................................................................................... 7
4.2.1. MUSICX Model Parameters ............................................................................................................. 7
4.2.2. Scenario Method ............................................................................................................................. 7
4.2.3. Proposed Stormwater Treatment Train ......................................................................................... 7
4.2.4. MUSICX Model Results .................................................................................................................... 8
4.3. BIORETENTION BASIN MAINTENANCE ........................................................................................................... 9
4.3.1. ‘Construction Period’ Maintenance ................................................................................................ 9
4.3.2. ‘Maintenance Period' Maintenance ................................................................................................ 9
5. STORMWATER QUANTITY MANAGEMENT ............................................................................................. 9
6. CONCLUSION ............................................................................................................................................10
7. REFERENCES .............................................................................................................................................10
240127 – Stormwater Management Plan 2 of 10
Section 4
1. Introduction
This Stormwater Management Report has been commissioned by Aboda Design Group, to support a combined
Material Change of Use (MCU) and Operational Works application with Noosa Shire Council (NSC) for a
proposed Low/Medium Impact Industry Warehouse development at 4 Leo Alley Road, Noosaville. The subject
site is described as Lot 259 on MCH4540 and has an area of 0.3039ha. The proposed site location is identified
in Figure 1.
The purpose of this report is to demonstrate that the proposed development generally complies with the
stormwater quality and quantity management requirements of the NSC planning policies (PSP), Queensland
State Planning Policy (SPP 2017), Queensland Urban Drainage Manual 2017 (QUDM), Noosa Plan 2020 Water
Quality and Drainage Code and other relevant codes and guidelines.
The minor storm event is the 10% Annual Exceedance Probability (AEP), and the major storm event is the 1%
AEP event in accordance with NSC PSP05.4.1E, industrial development category.
Figure 1 - Site Location (Nearmap)
1.1. Reference Information
The documents in the table below have been attached as supporting information to this report, they can be
found in the appendices.
Document Name Source Comment Appendix
Engineering Drawings Infinity CE Stormwater Engineering Drawings A
Detail and Contour Survey Minstaff Survey Existing Site Survey B
Development Plan Aboda Architectural Plans C
240127 – Stormwater Management Plan 3 of 10
Section 5
Stormwater Calculations Infinity CE MUSICX Outputs D
Pre-Lodgement Notes NSC Pre-Lodgement Notes E
2. Existing Site
2.1. General
The existing site contains an industrial building and carpark. The site falls from the North to the South-Eastern
corner with levels ranging from approximately 11.8m to 10.1m AHD, with multiple less than 1.0m retaining
walls controlling the slope of the site. The proposed development is currently within the Medium Impact
Industry Zone, as per the Noosa Plan 2020.
2.2. Drainage and Catchments
Runoff within the subject site presents as sheet flow and internal drainage which is directed to the South-
Eastern corner where it enters the existing stormwater network via a 1650mm pipe to a manhole on Action
Street. There are no existing kerb adaptors on the frontage of Leo Alley Road or Action Street, the existing
roofwater currently discharges to the internal drainage. An existing stormwater gully pit is located along the
frontage within Leo Alley Road that captures a large portion of the upstream catchment with flows directed via
a piped network through the subject site. Refer to Figure 2.
Figure 2 - Existing Stormwater Network (NSC Maps)
240127 – Stormwater Management Plan 4 of 10
Section 6
2.3. Flooding
The site was not identified as being impacted by flooding as per NSC Flood Hazard Mapping.
3. Proposed Development
3.1. General
The proposal is for an industrial complex consisting of 17 industrial units. The proposed development includes
two vehicle crossovers (separate entry and exit) on Action Street and an articulated vehicle exit only crossover
on Leo Alley Road and on-site carparking. Water quality management is proposed to be achieved with a bio-
retention basins on the Leo Alley Road frontage and a swale at the rear of car parking along the southern
boundary.
Refer to Appendix C for more details.
3.2. Lawful Point of Discharge
In accordance with the Queensland Urban Drainage Manual (2017) and NSC Water Quality and Drainage Code,
stormwater is to be managed and discharged to a lawful point of Discharge (LPD).
A discharge point is considered a lawful point of discharge if the following QUDM requirements are met:
The discharge at that location will not cause: an actionable nuisance (i.e. a nuisance for which the
current or some future neighboring proprietor may bring an action or claim for damages arising out of
the nuisance), or environmental or property damage; and
The location of the discharge from the development site is under the lawful control of the local
government or other statutory authority from whom permission to discharge has been received. This
includes parks, watercourses, drainage or road reserve, stormwater registered drainage easements,
or land held by local government (including freehold land).
The development site currently discharges to the existing stormwater network in Acton Street, on the eastern
side of the property. To maintain pre-development conditions and comply with the QUDM requirements
mentioned above, the current discharge point will remain the lawful point of discharge for the proposed
development.
240127 – Stormwater Management Plan 5 of 10
Section 7
4. Stormwater Quality Management
4.1. Water Quality Objectives
The proposed stormwater management plan demonstrates the development will comply with NSC policies and
the SPP (2017) stormwater quality requirements. The report will demonstrate how the relevant stormwater
pollutant reduction identified in the objectives are to be met.
Stormwater runoff generated from the site must achieve the required reduction objectives (seen in table 1);
this is to be demonstrated utilising appropriate modelling software.
Table 1 - Pollutant Reduction Targets for South East Queensland
Pollutant Reduction Objective (per annual load of pollutants)
Total Suspended Solids (TSS) 80%
Total Phosphorus (TP) 60%
Total Nitrogen (TN) 45%
Gross Pollutants (GP) 90%
The proposed industrial development is located upstream of the Noosa River, which is located approximately
2.0km to the north of the site. The site ultimately discharges to the Noosa River. Table 2 outlines the specific
performance criteria required within receiving waters for the Noosa River, as identified in the Environmental
Values and Water Quality Objectives – Basin No. 140 (Part), including Kin Kin Creek, Teewah coastal creeks,
Lakes Cooroibah, Cootharaba, Doonella and Weyba (Environmental Protection Water Policy, 2010). The
proposed development identified on Plan WQ1401 of the Environmental Protection (Water) Policy (2009)
Southeast Queensland Map Series as being Weyba fresh waters.
Table 2 - Noosa River Environmental Values and Water Quality Objectives (as per WQO's for coastal
freshwaters)
Pollutant Water Quality Objectives
Turbidity <10 NTU
Suspended Solids (SS) <6 mg/L
Chlorophyll a <5 µg/L
Total Nitrogen (TN) <500 µg/L
Oxidised Nitrogen <60 µg/L
Ammonia Nitrogen <20 µg/L
Inorganic Nitrogen <420 µg/L
Total Phosphorus <50 µg/L
Filterable Reactive Phosphorus <20 µg/L
Dissolved Oxygen (% saturation) 85 – 110 % saturation
pH 6.5 - 8.0
240127 – Stormwater Management Plan 6 of 10
Section 8
Conductivity 500 µS/cm
4.2. Water Quality Modelling
4.2.1. MUSICX Model Parameters
The MUSIC Modelling Guidelines – November 2018 was used to source base and storm flow concentration and
runoff generation. The model used rainfall data published by eWater from the Cooroy Composite Station, over
a ten (10) year period (1973-1983) at a 6 minute time step (as nominated in the Water by Design’s MUSIC
Modelling Guidelines. All source nodes were set up in accordance with this guideline, specifically for the use of
split catchments. Commercial and industrial rainfall-runoff parameters and industrial pollutant export
parameters have been used for each split catchment course node. No routing of drainage links was adopted
for the purpose of taking a conservative approach. This approach assumes that the flow through the drainage
system takes no time, which overestimates the likely pollutant load. MUSICX version 1.40 was used for this
assessment.
MUSIC models are included in Appendix D.
4.2.2. Scenario Method
The proposed development was split into two (2) catchments, with individual treatment options. Each
catchment was modelled using split catchment nodes comprised of roof, carparking and landscaping nodes (as
appropriate). It is considered that sub catchments are not required to meet the pollutant reduction targets as
they both discharge to the same location. The modelling demonstrates that discharge from the site meets
load reduction targets. The total development is approximately 0.29ha and consists of 17 industrial units. The
development has been split into two catchments of approximately 0.23ha and 0.06ha.
Refer to Table 3 and Appendix A for more detail.
Table 3 - Catchment Characteristics
Roof Area (ha) Driveway Area (ha) Landscape Area (ha) Total Area (ha)
Impervious Percentage 100% 100% 0%
Catchment 1 0.1670 0.0377 0.0280 0.2327
Catchment 2 0 0.0563 0.0034 0.0597
4.2.3. Proposed Stormwater Treatment Train
The stormwater runoff from catchment 1 will be treated with a bioretention basin and swale. Catchment 2
will discharge to a vegetated swale before entering the stormwater network. The filter media of the
bioretention basin was modelled using a total nitrogen content of 400mg/kg and an orthophosphate content
of 30mg/kg. This is in accordance with MUSIC Modelling guidelines (consultation draft) by Water by Design
(2018).
Refer to Table 4 for the bioretention basin characteristics.
240127 – Stormwater Management Plan 7 of 10
Section 9
Table 4 - Bioretention Basin Characteristics
Characteristic Bio Basin
Extended Detention (m) 0.300
Filter Media Depth (m) 0.700
Transition Layer Depth (m) 0.100
Drainage Layer Depth (m) 0.200
Surface area (m2) 48.0
Filter Area (m2) 28.0
Table 5 - Swale Characteristics
Characteristic Swale 2
Length (m) 50
Bed Slope 0.5%
Base Width (m) 0
Top Width (m) 0.6
Depth (m) 0.15
4.2.4. MUSICX Model Results
MUSIC modelling of the proposed catchments was performed to ensure the nominated treatment strategy
achieves the required pollutant reduction objectives. The target reductions in stormwater pollutants are based
on a comparison of an unmitigated scenario, having no treatment on site, and the mitigated scenario, which
has stormwater treatment measures incorporated onto the site.
Table 6 provides the modelling results for the development in its entirety. The MUSIC modelling demonstrates
that compliance has been met or exceeded for the objectives required by NSC and the SPP (2017) for Total
Suspended Solids (TSS), Total Phosphorus (TP), Total Nitrogen (TN) and Gross Pollutants (GP).
Table 6 - MUSICX Model Results
Pollutant Unmitigated Mitigated Reduction Achieved Target Reduction Compliance
(kg/yr) (kg/yr) (%) (%)
TSS 584.2 99.9 82.9 80 Y
TP 1.26 0.370 70.64 60 Y
TN 9.244 4.762 48.48 45 Y
GP 88.72 0 100 90 Y
240127 – Stormwater Management Plan 8 of 10
Section 10
4.3. Bioretention Basin Maintenance
The proposed bioretention basin will require consideration and management during both the construction
period and maintenance period of the development. In order to establish vegetation and treatment functions
in the bioretention systems, the filter media will require protection from the common pollutants generated in
the construction phases of the development. During the operational phase, regular maintenance is required to
ensure a comprehensive vegetation establishment, a critical component in stormwater pollutant uptake.
Below are details on the general maintenance periods and the requirements for the construction and
maintenance periods.
4.3.1. ‘Construction Period’ Maintenance
Erosion and sediment control devices will be installed at the commencement of the works to capture and treat
runoff during construction works. The sediment control devices should be cleaned out as required and at the
end of the works. During the construction stage, all sediment control devices are to be inspected weekly, after
runoff generating rain events and prior and after prolonged site shut downs (e.g. holiday periods). Proposed
bioretention basins may be excavated and used as a sediment basin.
4.3.2. ‘Maintenance Period' Maintenance
The bioretention basins will be temporarily turfed during the maintenance period. Once construction of the
industrial units is complete, the turf will be removed and the basins will be vegetated appropriately.
5. Stormwater Quantity Management
The majority of the existing site is considered to be hardstand as the current use of the site is for storing
landscape supplies which are normally delivered and taken away from the site using heavy vehicles. Due to the
proposed development the fraction impervious of the site has decreased slightly therefore no retention is
required to manage stormwater runoff. The actual runoff to the council stormwater network will be reduced
further due to the installation of the bioretention basin on the site.
The subject site has an existing stormwater manhole which is identified to be the lawful point of discharge.
The existing underground stormwater network is currently connected to this pit. The stormwater manhole is
located in Acton Street which discharges to an existing 1650mm RCP stormwater main. The existing
stormwater network ultimately discharges to Eenie Creek located approximately 600m to the south.
A stormwater drainage system is proposed for the development which incorporates one bioretention basin
and an underground drainage network to connect to the existing drainage. The northern portion of the site
will discharge stormwater to the west by connecting to the existing stormwater gully pit on the site’s Leo Alley
Road frontage. In the event that the stormwater pit over tops stormwater will discharge as overland flow to
the grassed area through the site, located to the south as it does in the existing case.
The southern portion of the site will discharge to the existing stormwater manhole located in Action Street to
the east. In the event that the proposed network overtops stormwater will discharge as overland flow to the
Acton Street roadway and enter the existing stormwater network via the existing gully pits located
downstream on Acton Street as it does in the existing case.
A majority of stormwater discharging from the site in the developed case will discharge to a bioretention basin
which has an extended detention depth of 300mm. This equates to approximately 8.4 kL of total stormwater
detention storage for the site. The stormwater detention volume will further reduce peak discharge.
240127 – Stormwater Management Plan 9 of 10
Section 11
Therefore, the proposed development will have a non-worsening effect on surrounding and adjacent
properties with regards to stormwater discharge.
At the pre-lodgement meeting held for the proposed development, council did not have any objections with
regards to using stormwater treatment devices to provide stormwater detention/mitigation as shown in
Appendix E.
6. Conclusion
It can be seen in the results presented in Tables 6 that the stormwater treatment measures designed for the
proposed industrial complex achieve the performance criteria for water quality set by the NSC and by the SPP
(2017). Annual load reductions of TSS, TP, TN and GP between the mitigated and unmitigated MUSIC model
scenarios have been met or exceeded.
The stormwater treatment measures for the proposed development were designed to achieve the maximum
cost/benefit ratio for the optimal hydraulic loading of the treatment measures. Water Sensitive Urban Design
(WSUD) measures have been proposed for the site and water quality modelling has demonstrated that the
effective treatment of key pollutants is possible.
Sufficient consideration of stormwater controls has been demonstrated by:
Compliance with the requirements of Noosa Shire Council’s Load Based Reduction Targets;
Compliance with Queensland State Planning Policy (2017);
Compliance with Urban Stormwater Quality Planning Guidelines (2010);
Compliance with QUDM (2013); and,
Compliance with the EPP (Water) 1997
Further, as the fraction impervious of the existing site is similar to that of the proposed development there is
expected to be a minor decrease in stormwater peak flows discharging from the site. The proposed
bioretention basin will assist in mitigating stormwater peak flows due to their extended stormwater detention
depth. The proposed development will therefore have a non-worsening effect on adjacent and surrounding
properties.
This site, based on this SMP has demonstrated that efficient management of stormwater quality and quantity
is possible by the management strategies nominated for the proposed development.
7. References
Healthy Waterways (2018), MUSIC Modelling Guidelines Queensland, Brisbane
Department of State Development, Infrastructure and Planning (2017) State Planning Policy. Brisbane,
Queensland.
Department of Environment and Resource Management (2010) Urban Stormwater Quality Planning
Guidelines. Queensland, Australia.
CSIRO, 1999, Urban Stormwater: Best Practice Management Guidelines
Water by Design (2014), Bioretention Technical Design Guidelines (Version 1.1), Healthy Waterways
Ltd, Brisbane.
Institute of Public Works Engineering Australia, Queensland Division Ltd (2013) Queensland Urban
Drainage Manual, Third Edition.
Water by Design (2012), Maintaining Vegetated Stormwater Assets (Version 1), Healthy Waterways
Ltd, Brisbane.
240127 – Stormwater Management Plan 10 of 10
Section 12
Infinity Consulting Engineers APPENDIX A— ENGINEERING DRAWINGS po mitch i: Snide
Section 13
DRAWING INDEX
DRAWING No. REV DRAWING TITLE
240127-OPW-C-00001 A COVER SHEET, LOCALITY & DRAWING INDEX
240127-OPW-C-00010 A GENERAL NOTES
240127-OPW-C-00101 A EXISTING SITE PLAN
240127-OPW-C-00200 A EARTHWORKS SITE PLAN
240127-OPW-C-00210 A EARTHWORKS SITE SECTIONS
SITE LOCATION 240127-OPW-C-00220 A EROSION & SEDIMENT CONTROL PLAN
240127-OPW-C-00225 A EROSION & SEDIMENT CONTROL DETAILS
240127-OPW-C-00301 A DEVELOPMENT SITE PLAN
240127-OPW-C-00370 A CONCRETE JOINTING PLAN
240127-OPW-C-00371 A CONCRETE JOINTING DETAILS
240127-OPW-C-00400 A STORMWATER PLAN
240127-OPW-C-00401 A STORMWATER CATCHMENT PLAN
240127-OPW-C-00410 A STORMWATER LONGITUDINAL SECTIONS
IMAGE (QGLOBE)
SITE ADDRESS / PROPERTY ID
4 LEO ALLEY RD,
NOOSAVILLE, QLD
CLIENT
ABODA DESIGN GROUP
PROJECT
SMALL INDUSTRIAL TENANCIES COUNCIL PERMIT No.
Project No. Status Drawing No. Rev No.
240127 FOR APPROVAL OPW-C-00001 A
Section 14
GENERAL NOTES: LINEMARKING & SINGAGE NOTES: STORMWATER NOTES:
1. DRAWINGS TO BE READ IN CONJUNCTION WITH LOCAL AUTHORITY SPECIFICATIONS. 1. ALL SIGNAGE AND LINE MARKING TO BE IN ACCORDANCE WITH MANUAL FOR UNIFORM TRAFFIC 1. ALL STORMWATER DRAINAGE TO BE CONSTRUCTED IN ACCORDANCE WITH LOCAL COUNCIL, IPWEA,
2. CHECK ALL DIMENSIONS BEFORE COMMENCEMENT OF WORK, DIMENSIONS IN METRES UNLESS OTHERWISE CONTROL DEVICES (MUTCD CURRENT EDITION) AND IN ACCORDANCE WITH AS1742.2-2009. QDUM AND AS3500.
STATED. DO NOT SCALE FROM DRAWINGS. 2. ALL CARPARK LINEMARKING TO BE IN ACCORDANCE WITH THE DIMENSIONAL REQUIREMENTS AS/NZS 2. ALL PVC-U STORMWATER PIPES TO BE CLASS SN8 U.N.O.
3. CHECK SITE BOUNDARY DIMENSIONS FROM THE TITLE PLANS. 2890.1 2004. 3. ALL PP (STORMPRO) PIPES TO BE CLASS SN8 U.N.O.
4. EXISTING SERVICES AND STRUCTURES HAVE BEEN PLOTTED FROM SUPPLIED DATA. IT IS THE CONTRACTORS 3. ALL CARPARK LINE MARKING SHALL BE TYPE 1 MARKING PAINT 80-100mm WIDE TO MRS 11.45 4. ALL STORMWATER PIPES TO BE RUBBER RING JOINTED.
RESPONSIBILITY TO CONFIRM THE LOCATION AND LEVEL OF ALL EXISTING SERVICES PRIOR TO COMMENCEMENT SPECIFICATIONS. 5. FINAL LID AND GRATE LEVELS OF MANHOLES AND PITS TO BE ADJUSTED ON SITE TO
OF ANY WORK. 4. ALL LINEMARKING, SIGNAGE AND R.R.P.M's SHALL BE IN ACCORDANCE WITH THE "MANUAL OF UNIFORM SUIT ALL EARTHWORKS AND FINISHED SURFACE LEVELS.
5. AT COMPLETION OF SERVICES INSTALLATION, ALL AREAS SHALL BE REINSTATED TO DESIGN DRAWINGS OR TRAFFIC CONTROL DEVICES" (MUTCD). 6. PIPE BEDDING AND BACKFILL SHALL BE IN ACCORDANCE WITH LOCAL COUNCIL, IPWEA, QDUM AND
EXISTING SURFACE. 5. ALL LINEMARKING ON AC PAVEMENTS SHALL BE WHITE, TYPE 1 ROAD MARKING PAINT 80-100mm WIDE, AS3500 FOR PVC-U PIPES AND SPECIFICATION FOR R.C. PIPES.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO INFRASTRUCTURE. REPAIRS OR REFER MRS 11.45 SPECIFICATIONS (U.N.O.) 7. MAINTENANCE HOLES TO BE CONSTRUCTED IN ACCORDANCE WITH LOCAL AUTHORITY.
REINSTATEMENT TO BE CARRIED OUT TO THE SATISFACTION OF SUPERINTENDENT. 6. ALL LINEMARKING ON CONCRETE PAVEMENTS SHALL BE GOLDEN YELLOW COLOUR NO. Y14 AS 2700 AND 8. TYPE 2 BEDDING TO BE USED TO ALL STORMWATER PIPES UNLESS NOTED OTHERWISE.
7. UNLESS WRITTEN APPROVAL FROM THE SUPERINTENDENT OR APPROVING AUTHORITY MATERIALS SPECIFIED 80-100mm WIDE (U.N.O.) 9. EXCAVATION, BEDDING AND BACKFILL OF STORMWATER PIPES TO BE IN ACCORDANCE
ARE TO BE USED. DISABILITY CARPARK LINEMARKING TO AS2890.6. WITH IPWEA DRG. No. DS-030.
8. THE CONTRACTOR IS TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL WORKPLACE HEALTH AND SAFETY 7. ALL SIGNS TO BE REFLECTORISED CLASS 1 TO AS1743 UNLESS NOTED OTHERWISE 10. ALL FIELD INLETS TO BE TYPE 2 IN ACCORDANCE WITH IPWEA DRG. No. DS-050
REQUIREMENTS. 8. SIGNS ARE TO BE INSTALLED WITH THE FOLLOWING CLEARANCES TO EDGE SIGN: UNLESS NOTED OTHERWISE.
9. THE CONTRACTOR IS TO ALLOW IN SCOPE OF WORKS TO PROVIDE ALL MEASURES NECESSARY TO ENSURE THE - NO KERB = 600mm BEHIND GUIDE POSTS 11. REFER TO MANUFACTURER'S SPECIFICATION FOR INSTALLATION OF GROSS POLLUTANT TRAPS. (IF
INTEGRITY OF EXISTING BOUNDARIES AND INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW VIBRATION - BARRIER KERB = 300mm FROM FACE OF KERB APPROVED FOR THE SITE)
EQUIPMENT, TRENCH SHORING ETC AS REQUIRED. - MOUNTABLE KERB = 500mm FROM FACE OF KERB 12. UNLESS NOTED OTHERWISE, A MINIMUM COVER OF 600mm SHALL BE MAINTAINED OVER ALL
10. A FLEXIBLE STRIKER BAR SHALL BE PROVIDED IN CONJUNCTION WITH SIGNAGE WHERE CLEARANCE STORMWATER PIPES UNDER ROADWAYS AND A MINIMUM COVER OF 450mm SHALL BE MAINTAINED FOR
SAFETY/SAFETY IN DESIGN LESS THAN 2.3m OCCURS. ALL INTERALLOTMENT DRAINAGE.
1. THERE ARE INHERENT RISKS WITH CONSTRUCTING, MAINTAINING, OPERATING, DEMOLISHING AND DISPOSING. 13. CONTRACTOR TO MAINTAIN A 1.0m CLEARANCE WITH INTERALLOTMENT STORMWATER PIPES TO SEWER
WE NOTE THIS DESIGN IS TYPICAL OF SIMILAR DESIGNS. AS FAR AS IS REASONABLY PRACTICABLE, RISKS HAVE MAINS (O.D. TO O.D.)
BEEN ELIMINATED OR MINIMISED THROUGH THE DESIGN PROCESS. HAZARD CONTROLS MUST STILL BE 17. DRAINAGE CONNECTIONS TO KERB AND CHANNEL REFER TO LOCAL AUTHORITY STD DRG BSD-8114.
IMPLEMENTED BY THE CONTRACTOR, OWNER OR OPERATOR TO ENSURE THE SAFETY OF WORKERS. WE DID NOT STORMWATER NOTES: 13. THE CONTRACTOR IS TO ENSURE PROPER COMPACTION TO BACKFILLING OF TRENCHES AND
IDENTIFY ANY UNIQUE RISKS ASSOCIATED WITH THE DESIGN. 1. ALL STORMWATER DRAINAGE TO BE CONSTRUCTED IN ACCORDANCE WITH LOCAL COUNCIL, IPWEA, STRUCTURES.
2. THE DESIGN AND CONSTRUCTION OF THE WORKS SHALL COMPLY WITH ALL RELEVANT LEGISLATION QDUM AND AS3500. 14. UPON COMPLETION, ALL STORMWATER DRAINAGE INFRASTRUCTURE WILL BE CLEAR OF DEBRIS AND
2. ALL PVC-U STORMWATER PIPES TO BE CLASS SN8 U.N.O. OTHER BLOCKAGES.
3. ALL PP (STORMPRO) PIPES TO BE CLASS SN8 U.N.O. 15. THE CONTRACTOR IS TO PROVIDE A CCTV SURVEY OF ALL NEWLY CONSTRUCTED STORMWATER
4. ALL STORMWATER PIPES TO BE RUBBER RING JOINTED. DRAINAGE ASSETS FOR APPROVAL BY THE ENGINEER AND/OR LOCAL AUTHORITY.
EARTHWORKS NOTES:
5. FINAL LID AND GRATE LEVELS OF MANHOLES AND PITS TO BE ADJUSTED ON SITE TO 16. ALL DEFECTS IDENTIFIED BY THE CCTV SURVEY WILL BE REPAIRED TO A SATISFACTORY STANDARD BY
1. ALL EXCAVATION AND FILLING SHALL BE CONSTRUCTED IN ACCORDANCE WITH AS
SUIT ALL EARTHWORKS AND FINISHED SURFACE LEVELS. THE CONTRACTOR. PAYMENT FOR THESE REPAIRS WILL BE THE SOLE RESPONSIBILITY OF THE
3798 AND CURRENT LOCAL AUTHORITY.
6. PIPE BEDDING AND BACKFILL SHALL BE IN ACCORDANCE WITH LOCAL COUNCIL, IPWEA, QDUM AND CONTRACTOR, UNLESS IT CAN BE DEMONSTRATED THAT THE IDENTIFIED DAMAGE WAS PRE-EXISTING
2. ALL DRAINAGE, EROSION AND SEDIMENT CONTROLS TO BE INSTALLED AND FULLY
AS3500 FOR PVC-U PIPES AND SPECIFICATION FOR R.C. PIPES. AND THE RESPONSIBILITY OF OTHER PARTIES.
OPERATIONAL BEFORE
7. MAINTENANCE HOLES TO BE CONSTRUCTED IN ACCORDANCE WITH (IPWEA) DRG. DS-010, 015, 018, 019,
COMMENCING UP-SLOPE EARTHWORKS.
020 AND 021.
3. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL REMOVE ALL STRUCTURES,
8. TYPE 2 BEDDING TO BE USED TO ALL STORMWATER PIPES UNLESS NOTED OTHERWISE.
DEBRIS AND FENCES FROM THE SITE.
9. EXCAVATION, BEDDING AND BACKFILL OF STORMWATER PIPES TO BE IN ACCORDANCE
4. FILL SHALL BE SOUND MATERIAL APPROVED BY THE ENGINEER, FREE OF ANY
WITH IPWEA DRG. No. DS-030.
ORGANIC MATTER OR ANY MATERIAL THAT WILL NOT FORM A STABLE FILL.
10. ALL FIELD INLETS TO BE TYPE 2 IN ACCORDANCE WITH IPWEA DRG. No. DS-050
5. FILL TO BE PLACED IN MAXIMUM 150mm LIFTS, UNLESS APPROVED OTHERWISE
UNLESS NOTED OTHERWISE.
AND COMPACTED TO SPECIFICATION.
11. REFER TO MANUFACTURER'S SPECIFICATION FOR INSTALLATION OF GROSS POLLUTANT TRAPS. (IF
6. COMPACTION TEST RESULTS TO BE SUBMITTED TO ENGINEER FOR APPROVAL
APPROVED FOR THE SITE)
PRIOR TO PLACEMENT OF EACH LAYER.
12. UNLESS NOTED OTHERWISE, A MINIMUM COVER OF 600mm SHALL BE MAINTAINED OVER ALL
7. LEVEL 1 CERTIFICATION IS REQUIRED IN ACCORDANCE WITH AS 3798.
STORMWATER PIPES UNDER ROADWAYS AND A MINIMUM COVER OF 450mm SHALL BE MAINTAINED FOR
8. ALL STRUCTURES ARE TO BE CONSIDERED WITH THE STRUCTURAL LOADING
ALL INTERALLOTMENT DRAINAGE.
FROM EARTHWORKS.
13. CONTRACTOR TO MAINTAIN A 1.0m CLEARANCE WITH INTERALLOTMENT STORMWATER PIPES TO SEWER
9. ANY AREA DISTURBED OUTSIDE OF THE WORKS AREA SHOWN SHALL BE
MAINS (O.D. TO O.D.)
REHABILITATED TO PRE-CONSTRUCTION CONDITIONS, AT THE CONTRACTORS
17. DRAINAGE CONNECTIONS TO KERB AND CHANNEL REFER TO IPWEA STD DRG RS-081.
EXPENSE.
13. THE CONTRACTOR IS TO ENSURE PROPER COMPACTION TO BACKFILLING OF TRENCHES AND
10. THE FINISHED SURFACE SHALL BE FREE DRAINING AT MINIMUM 1:100 UNLESS
STRUCTURES.
OTHERWISE STATED ON PLANS.
14. UPON COMPLETION, ALL STORMWATER DRAINAGE INFRASTRUCTURE WILL BE CLEAR OF DEBRIS AND
11. ROAD PAVEMENTS TO BE COMPACTED TO ACHIEVE MINIMUM DRY DENSITY RATIO
OTHER BLOCKAGES.
(M.D.D.R) OF 100% STD.
15. THE CONTRACTOR IS TO PROVIDE A CCTV SURVEY OF ALL NEWLY CONSTRUCTED STORMWATER
12. MINIMUM RELATIVE COMPACTION:
DRAINAGE ASSETS FOR APPROVAL BY THE ENGINEER AND/OR LOCAL AUTHORITY.
· BUILDING PLATFORM (98% STD AS1289.S.1.1
16. ALL DEFECTS IDENTIFIED BY THE CCTV SURVEY WILL BE REPAIRED TO A SATISFACTORY STANDARD BY
· ROAD SUBGRADE (100% STD AS1289.S.1.1)
THE CONTRACTOR. PAYMENT FOR THESE REPAIRS WILL BE THE SOLE RESPONSIBILITY OF THE
13. ALL LEVELS TO BE CROSS REFERENCED WITH ARCHITECTURAL DRAWINGS.
CONTRACTOR, UNLESS IT CAN BE DEMONSTRATED THAT THE IDENTIFIED DAMAGE WAS PRE-EXISTING
AND THE RESPONSIBILITY OF OTHER PARTIES.
SURVEY DATA
SURVEYED BY MINSTAFF SURVEY DATED 26/04/2024.
PLAN REFERENCE M5442 3000 001.
RP DESCRIPTION
LOT 4259 MCH4540
SITE AREA = 3040m²
APPROVED RPEQ CLIENT PROJECT DRAWING
DRAWN JW STATUS FOR APPROVAL
CHARLES COOK
ABODA DESIGN GROUP SMALL INDUSTRIAL TENANCIES GENERAL NOTES
RPEQ NO: 8480 DESIGN JW
APPROVED DATE PROJECT NO. DRAWING NO. REV NO.
CHECK CC 4 LEO ALLEY RD,
30.10.24
A ISSUED FOR APPROVAL 30.10.24 CC
SIGNED NOOSAVILLE, QLD 240127 OPW-C-00010 A
P1 ISSUED FOR DISCUSSION 02.10.24 CC COPYRIGHT © All rights reserved.
This work is copyright and cannot be reproduced
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Section 15
200
12.6 15 .
00
14
12.20 13.00
14 0 0
0 0
.4
11
12.7
.5
.1
EXISTING LEGEND 00
00
10.800
00
0
00
SUBJECT PROPERTY BOUNDARY 12. 14 14.90
800 14.600
.7
00 .20
13.3 13.5 1
10
4.00 MAJOR CONTOUR 11.200 0
00 3.400
10
MINOR CONTOUR
12.30 13.8
.9
0 00
00
SEWER MAIN DN150 AC
CM
WATER MAIN DN150 AC DR 13.70
10.600 0
U/G TELECOMMS 12 13.9
10. .100 12.900 13.2 13. 00
O/H ELECTRICITY 5 00 12.4 00 600
00 12.500
14.30
STORMWATER
14.800
FENCE
0
TO BE REMOVED STORMWATER PIPE
STORMWATER LIP IN LINE
ASSET NO. 1004530 915Ø RCP 13.
0 100
.80
14
SL 10.191 (PLOTTED FROM RECORDS)
10
.
14.100
00
12.6
IL 8.328
0
.7 00
10
00
WATER RETICULATION WATER RETICULATION DN150 AC
13
NOTE: HYDRANT 12.200
.0
10 ASSET ID 2038546
00
EXISTING STORMWATER AND SEWER INFRASTRUCTURE .5
ASSET ID 5348917 DR 00 12
.70
HAVE BEEN PLOTTED FROM A COMBINATION OF SURVEY LEO AL 0
INFORMATION AND COUNCIL RECORDS. E (OH) L EY ROA WATER RETICULATION PRESSURE
11.1
D VALE AND WATER SERVICE CROSSING
0
.80
00
TO BE CONFIRMED ON SITE
12
SEWER MANHOLE
SE WS
ASSET ID 2663503
SL 10.384 DR
IL 7.76
WATER RETICULATION
HYDRANT
ASSET ID 2103289
SEWER RETICULATION DN150 AC
12
.30
ASSET ID 2531444 10 E (OH)
10.8
0
US IL 7.76 .50 00
0
DS IL 7.54 WATER RETICULATION
EXISTIN VALVE
G INDU CM
ASSET ID 2168681
SHED STRIAL
47
12. 12
10 L
.4
.50
F
DR 400 0
0
12.90
12.
77
10 L
.4
100
F
DR
CP
SP115737 STORMWATER PIPE
525Ø RCP
US IL 8.328
10.900 .4
DS IL 7.009
28 12.200
FL
10
SEWER MANHOLE
ASSET ID 2664390
SL 10.285 SE
IL 7.13 SEWER MANHOLE 259
SE MCH4540
DR ASSET ID 2663502
11 SEWER RETICULATION DN150 AC SL 10.321
.00 IL 6.136
0
ASSET ID 2531440
11.600
11.100 US IL 7.13 WATER RETICULATION DN150 AC
DS IL 6.183 00
STORMWATER PIT STREET TREE TO BE REMOVED 11.5
ASSET ID 2029180
ASSET NO. 1008415 AND REPLACED
0
SL 10.326 .32
FL
10 WATER METER LOCATION
0
.80
IL 6.975 SEWER RETICULATION DN150 AC
11
ASSET ID 2531438
ACTION
STORMWATER PIPE US IL 6.16 DR
1350Ø RCP DS IL 5.92 900
DR 10.
US IL 6.975
DS IL 6.851
73
10 L
.3
F
STREET
600
11.000
7
10.
39
FL
.
10
STORMWATER PIPE
150Ø RCP 0
.70 11.
11.1
US IL 9.248 10 700
20 71
.3 DS IL 9.082 0
00
FL
RP171235 10 0
1.3
11
USIL:9.24
DSIL:9.08 8
ø150 PVC2
1 10.900
-0.698%
23.826m
.4
STORMWATER PIT DR
0
DR
0
ASSET NO. 22584 EMT M
MCH4540
SL 10.454
0
11
10.60
.2
IL 6.569 SEWER HOUSE
00
SEWER MANHOLE DR CONNECTION
00
0
0
0
10
ASSET ID 2663501 .4
.90
10.4
10
.5
10
SL 10.27
00
POWER POLE
11.100 IL 5.882 10.200
10.
3
0 DR
00
10.50 SEWER RETICULATION DN150 AC 10.
100 200 STORMWATER PIT
ASSET ID 2531437 STORMWATER 10. PIPE
000 ASSET NO. 22585
11. US IL Section 16
5.90 1650Ø RCP
10
CP DR SL 10.222
US IL 6.569
.7
DS IL 5.52 SP137629 IL 6.25
00
DS IL 6.301 CM
STORMWATER PIT
ASSET NO. 22585 WATER RETICULATION
0
10.80
SL 10.222 HYDRANT
EXISTIN IL 6.25 ASSET ID 2103290
G INDU
SHED STRIAL
10.
10.200
200
10.
4 00
WATER RETICULATION DN150 PVC-U
ASSET ID 2038549
0
10.10
11.20
11.10 00
CLIENT PROJECT DRAWING
APPROVED DRAWN JW
CHARLES COOK STATUS FOR APPROVAL
ABODA DESIGN GROUP SMALL INDUSTRIAL TENANCIES EXISTING SITE N
RPEQ DESIGN JW
PLAN PROJECT NO. DRAWING NO. REV NO.
APPROVED DATE CHECK CC
0m 5 10
30.10.24 4 LEO ALLEY RD, W E
A ISSUED FOR APPROVAL 30.10.24 CC A1 1:200
SIGNED NOOSAVILLE, QLD 240127 OPW-C-00101 A
P1 ISSUED FOR DISCUSSION 02.10.24 CC COPYRIGHT © All rights reserved. CIVIL | PROJECT MANAGEMENT | TECHNICAL SERVICES
This work is copyright and cannot be reproduced
www.infinityce.com.au | ABN 72 677 371 532 S
REV DESCRIPTION DATE APPR. or copied in any form without the prior consent
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Section 17
EXISTING LEGEND
SUBJECT PROPERTY BOUNDARY
4.00 MAJOR CONTOUR
MINOR CONTOUR
SEWER MAIN DN150 AC
CM
WATER MAIN DN150 AC DR
U/G TELECOMMS
O/H ELECTRICITY
STORMWATER
FENCE
TO BE REMOVED
PROPOSED LEGEND
CUT -0.80 TO - 1.00m
A
CUT -0.60 TO - 0.80m 210 C
CUT -0.40 TO - 0.60m DR
210
LEO AL
CUT -0.20 TO - 0.40m E (OH) LEY RO B
AD 210
CUT -0.00 TO - 0.20m
2
55
TOW 10.534
.
10
FILL 0.00m TO 0.20m
FS
SE BOW 10.134
WS
FILL 0.20m TO 0.40m
7 TOW 10.911 DR
45
6
0.
60
FILL 0.40m TO 0.60m BOW 10.511
S1
.
28
10
TOW 10.835 1
98
.1
FS
FILL 0.60m TO 0.80m N
0.
11
00
BOW 10.366
10.8
FS
FILL 0.80m TO 1.00m 67 05 S1
3 N
0. 0 .4
S1
10.700
E (OH)
S1 D
RETAINING WALL
50.00 MAJOR CONTOUR 0.50m INTERVAL N N TOW 10.866
210 CONCRETE SLEEPER
BOW 9.800
TOW 10.868
3
MINOR CONTOUR 0.10m INTERVAL 92 RETAINING WALL DESIGN AND
87
EXISTIN
G INDU BOW 9.800 .7 CM
.
CERTIFICATION BY OTHERS
10
20.000 FINISHED SURFACE LEVEL
SHED STRIAL 11
FS
TOW 11.815 S
F
BOW 10.827
EARTHWORKS QUANTITIES 1
11.00
88 TOW 11.681
0. BOW 10.857
EARTHWORKS CUT: 64m3 S1
25
CP FFL 10.925 N
741m3
.9
EARTHWORKS FILL:
19
88
SP115737
10
10.900
676m3
.6
BALANCE: .3
FS
11
1
S1
FS
NOTES: 7 6 N
1. ALL VOLUMES INDICATED ARE SOLID VOLUMES. 0 0 .2
85
2. ASSUMED TOP SOIL STRIP 100mm THICK. 0. S1 9 3
3. EARTHWORKS QUANTITIES BASED ON COMPARISON S1 5 N .3
10.700
F 50 1
BETWEEN DESIGN SURFACE AND SURVEY SURFACE. SE .
0 S1
S1 N
NOTES: PEIR RETAINING WALL FOOTING TO N SE
DR
BELOW SEWER IN ACCORDANCE
1. FOR GENERAL NOTES REFER DRG C-00010.
43
2. FOR EROSION AND SEDIMENT CONTROL NOTES & WITH QDC MP1.4
0 .4 62
11
.7
S1 0
.9
STANDARD DETAILS REFER DRG C-00220.
S1
10
N
FS
TOW 10.850 N
BOW 10.319
7
11.00
9
0 .6
S1
ACTION
FFL 10.925 N
10.800
22
CONCRETE SLEEPER 0 .4
STR
RETAINING WALL DESIGN AND S1
N 10.900
5
CERTIFICATION BY OTHERS
92
0.
EET
1
FS
20 1 5 1
69
68
RP171235
0 .6 0.
.8
1
S1
10
DR DR 84
0 FS
FS
TOW 10.800
0.
N
1 2 4
BOW 10.655 35 S .3
0.9 F 10
1 S
S N
N 10.700
4
PEIR RETAINING WALL FOOTING TO
72
10.600
.
10
BELOW SEWER IN ACCORDANCE
FS
WITH QDC MP1.4 7 9
TOW 10.715 4 36
10.0
.2 0.
53
BOW 10.137 0 DR
.5
S1 S1
10
0
N E
FS
N
CP TOW 10.590 210 DR
SP137629 BOW 10.207 TOW 10.560
BOW 10.195 CM
PEIR RETAINING WALL FOOTING TO
BELOW SEWER IN ACCORDANCE
EXISTIN WITH QDC MP1.4
G INDU
SHED STRIAL
CLIENT PROJECT DRAWING
APPROVED DRAWN JW
CHARLES COOK STATUS FOR APPROVAL
ABODA DESIGN GROUP SMALL INDUSTRIAL TENANCIES EARTHWORKS SITE PLAN N
RPEQ DESIGN JW
APPROVED DATE 0m 5 10 PROJECT NO. DRAWING NO. REV NO.
30.10.24 CHECK CC 4 LEO ALLEY RD, W E
A ISSUED FOR APPROVAL 30.10.24 CC A1 1:200
SIGNED NOOSAVILLE, QLD 240127 OPW-C-00200 A
P1 ISSUED FOR DISCUSSION 02.10.24 CC COPYRIGHT © All rights reserved. CIVIL | PROJECT MANAGEMENT | TECHNICAL SERVICES
This work is copyright and cannot be reproduced
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REV DESCRIPTION DATE APPR. or copied in any form without the prior consent
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Section 18
RP BDY
RP BDY
CP LANDSCAPE
SP115737 AREA
BIO BASIN A
0.30
SECTION D
STW
SCALE 1:100 301
RP BDY
RP BDY
LEO ALLEY DRIVE
CP UNIT 14 UNIT 6
SP137629 FFL 10.925 FFL 10.925
1%
0.61
BLOCK RETAINING
STW
WALL
SECTION C
SCALE 1:100 301
STW
RP BDY
REFER TO INSET SHEET C-00400
RP BDY
LEO ALLEY DRIVE
UNIT 17 UNIT 9
CP FFL 10.925 FFL 10.925
0.84
SP137629 2% (VARIES)
0.52
BLOCK RETAINING
WALL
SECTION B
SCALE 1:100 301
STW
REFER TO INSET SHEET C-00400
RP BDY
RP BDY
CP UNIT 11 UNIT 3
SP137629 DESIGN SURFACE
1% (VARIES) TYP. FFL 10.925 FFL 10.925 LEO ALLEY DRIVE
0.40
0.60
0.97
BLOCK RETAINING
WALL
BLOCK RETAINING EXISTING SURFACE BLOCK RETAINING
STW
WALL TYP. WALL BIO BASIN A
SECTION A
SCALE 1:100 301
STW
CLIENT PROJECT DRAWING
APPROVED DRAWN JW STATUS FOR APPROVAL
CHARLES COOK ABODA DESIGN GROUP SMALL INDUSTRIAL TENANCIES EARTHWORKS SITE SECTIONS
RPEQ NO. 8480 DESIGN JW
APPROVED DATE 0m 2.5 5 PROJECT NO. DRAWING NO. REV NO.
CHECK CC 4 LEO ALLEY RD,
A ISSUED FOR APPROVAL 30.10.24 CC 30.10.24 A1 1:100
SIGNED NOOSAVILLE, QLD 240127 OPW-C-00210 A
P1 ISSUED FOR DISCUSSION 02.10.24 CC COPYRIGHT © All rights reserved.
This work is copyright and cannot be reproduced
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REV DESCRIPTION DATE APPR. or copied in any form without the prior consent
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The text continues on section 19.