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20220206 48 Elm St SWMP
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REC?2< ee Tey 20220206 Ironbark SMSF Pty Ltd Stormwater Management Plan June 2024
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Full text of sections 2 to 21 (of 72)
Section 2
Document control record
Document prepared by:
RECOR Pty Ltd
ABN 89 647 469 707
75 Noosa Dr
Noosa Heads, QLD 4567
Australia
T +61 7 5211 1003
E [email protected]
W recorconsulting.com
A person using RECOR documents or data accepts the risk of:
a) Using the documents or data in electronic form without requesting and checking them for accuracy against the original hard
copy version.
b) Using the documents or data for any purpose not agreed to in writing by RECOR.
Document control
Report title Stormwater Management Plan
Document code 20220206-SWMP01 Project number 20220206
File path C:\12dS\data\RecorSYN\20220206 48 Elm St_632\03 Engineering\02 Reports\20220206 48
Elm St SWMP.docx
Client Ironbark SMSF Pty Ltd
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 03/02/2023 Initial Version B. Parry J. Bauleka B. Parry
1 28/06/2024 Amended SWMP A.Broughton M.Poynter A.Broughto
n
Current revision 1
Approval
Author signature Approver signature
Name A Broughton Name A Broughton
RPEQ: 8915
Title Principal Civil Engineer Title Principal Civil Engineer
recorconsulting.com
P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads, Qld 4567 E [email protected]
Section 3
Contents
Introduction..........................................................................................................................................4
Site Details ...........................................................................................................................................5
2.1. Existing Site Description & Drainage .................................................................................................. 5
2.2. Existing Drainage Patterns .................................................................................................................. 5
2.3. Proposed Development Drainage Pattern ......................................................................................... 6
2.4. Flood Considerations ........................................................................................................................... 6
Stormwater Quantity ............................................................................................................................7
3.1. Pre-Post Comparison .......................................................................................................................... 7
3.2. Existing Drainage Network .................................................................................................................. 9
Stormwater Quality ........................................................................................................................... 14
4.1. Construction Phase ........................................................................................................................... 14
4.2. Operational Phase ............................................................................................................................ 15
Conclusion ........................................................................................................................................ 16
Appendices
Appendix A
Proposed Development Plans
Appendix B
DRAINS Modelling Results
Project number 20220206
File 20220206 48 Elm St SWMP, 2023-02-03 Revision 1
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Section 4
INTRODUCTION
RECOR has been engaged to prepare a Stormwater Management Report to accompany a development application
for a commercial development located at 48 Elm Street, Cooroy. The development will consist of mixed-use
commercial tenancies, driveway and frontage works with associated landscaping and earthworks.
This report investigates 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.
This document has been prepared with consideration for the following specifications, guidelines and reports:
Noosa Plan 2020
Water Sensitive Urban Design Technical Guidelines for Southeast Queensland
State Planning Policy 2017
Queensland Urban Drainage Manual (QUDM)
International Erosion Control Association (IECA) Best Practice Erosion and Sediment Control document
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Section 5
SITE DETAILS
2.1. Existing Site Description & Drainage
The existing site, known in real property terms as Lot 1 RP 155843, is located at 48 Elm Street, on the corner of Elm
Street and Pearl Street in Cooroy. The site contains an existing commercial development and covers an area of
758m². The site is bounded to the east by a residential unit development and to the south by a commercial premises,
with State Road Elm Street to the west and Pearl Street to the north.
2.2. Existing Drainage Patterns
The subject land falls northeast towards the Pearl Street road reserve. The natural surface falls at grades of typically
between 5% and 10%. Run-off from the site drains as overland sheet flows towards the northeast corner of the lot.
The roof drainage is discharged by downpipes to an outlet in the kerb of Pearl Street being the existing point of
discharge from the development.
An existing 300mm diameter pipe from an upstream property is located within an easement along the eastern
boundary of the site connecting to an existing field inlet pit within Pearl Street, however no connections into this
drainage line were identified within the site.
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2022)
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Section 6
2.3. Proposed Development Drainage Pattern
2.3.1 Stormwater Concept
It is proposed to provide a kerb along the eastern edge of the proposed carpark. The kerb will grade downhill from
south to north and be free draining. A new grated field inlet will be constructed over the existing 300mm diameter
roofwater pipe located in the north eastern corner of the existing easement. Paved surfaces and driveway areas in
the eastern portion of the site will be graded towards the proposed kerb. The propsoed kerb will direct stormwater
runoff to the proposed grated inlet pit. It is proposed to provide a 150mm high kerb around the proposed inlet pit
to ensure the runoff is collected and ponded on the proposed inlet.
Roof run-off, which makes up the majority of the site, will be collected by downpipes and discharged to a 13kL in-
ground detention tank. The tank will attenuate roof water flows so that the outflow from the entire site will not
increase over existing conditions. The outlet from the detention tank will discharge to the proposed grated inlet pit.
All gutters, downpipes and roofwater pipes will need to be designed to convey the 1% Annual Exceedance
Probability (AEP) storm to the proposed detention tank.
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.
A copy of the proposed stormwater drainage plan for the development is provided in Appendix A.
2.3.2 Lawful Point of Discharge
Under existing conditions, the site naturally drains north towards pearl street, with roof run-off piped to a kerb
adaptor outlet in Pearl Street where it is captured by downstream stormwater pits. The lawful point of discharge
test, as described in Section 3.9.1 of QUDM, requires:
The development does not change the flow characteristics leaving the site; or
The proposed development will not alter the sites stormwater discharge in a way that may substantially
damage a third-party property; or
The location of the discharge from the site is under lawful control of the government or other statutory
authority from whom permission to discharge has been received; or
An authority to discharge has been obtained.
The site will make use of stormwater attenuation to ensure that peak flow rates arising from the proposed
developed will not exceed the existing site’s peak flow rates. Run-off from the development will be piped directly
to the existing roofwater line located within the easement along the eastern boundary of the site. Stormwater
runoff in excess of the capacity of the existing network will discharge from the site as overland flow to Pearl Street.
The proposed discharge from the site will not increase run-off to the downstream environment, and the site will
discharge to the existing infrastructure, therefore resulting in no worsening to existing conditions. The proposed
drainage system is therefore able to achieve a lawful point of discharge for the development.
2.4. Flood Considerations
Review of the Noosa Shire Council Intramaps flood layers including the Flood Hazards Overlay has identified that
the site is located outside of any flood or inundation areas within the locality indicating it is not expected that the
proposed development will be subject to flooding.
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Section 7
STORMWATER QUANTITY
3.1. Pre-Post Comparison
The proposed development will result in a small increase in peak flows from the site due to an increase in impervious
area. Hydrologic modelling of the site has been carried out using the DRAINS software to assess the impact on peak
flows by comparing the existing site conditions to the proposed development.
In accordance with ARR2019, an Initial Loss-Continuing Loss (IL-CL) model has been used to assess the site 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.
The parameters obtained from the Australian Rainfall and Runoff (ARR) Data Hub for the location and the rainfall
IFD data obtained from the Bureau of Meteorology have been imported into Drains to generate the storm events.
The models have been run using the ensemble of storm events for 0.5EY, 10%, 5%, 2% and 1% Annual Exceedance
Probability (AEP) for durations from 1 minutes to 3 hours to determine the peak flow rates under varying storm
conditions. Refer to Appendix B DRAINS Modelling Results for details of the parameters used and summary of the
results from the modelling.
The existing and developed states can effectively be represented as a single aggregate catchment discharging
towards the northeast, therefore the model has been prepared using a single node to represent the overall
conditions of the site. A developed model for an attenuated scenario has also been prepared which separates the
area of the site draining to the internal drainage network from the ground areas bypassing the system. The DRAINS
model used to represent the development is shown below in Figure 3.1 – DRAINS model layout.
Figure 3.1 – DRAINS model layout
The site’s time of concentration has been nominated conservatively as 5 minutes due to the small site area and high
existing impervious areas. The configuration of the catchment areas for pre-development and post-development
conditions are shown in Figure 3.2 – DRAINS Pre-development catchment and Figure 3.3 – DRAINS Post-
development catchment respectively.
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Section 8
Figure 3.2 – DRAINS Pre-development catchment
Figure 3.3 – DRAINS Post-development catchments
It should be noted that the total site area in the proposed condition is greater than the existing site area due to
proposed awnings over the footpath. 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.
Table 3.1 Existing and proposed unmitigated site peak discharge rates
Qexisting Qproposed Qchange Qchange
AEP (2100)
(m³/s) (m³/s) (m³/s) (%)
0.5 EY 0.026 0.032 0.006 23%
10% 0.044 0.047 0.003 7%
5% 0.050 0.055 0.005 10%
2% 0.057 0.065 0.008 14%
1% 0.063 0.072 0.009 14%
The development of the site will therefore increase the total peak flows from the site under all storm events.
Attenuation is required to mitigate the outflows to ensure that the development does not exceed the
predevelopment levels to minimise impacts to the downstream environment.
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Section 9
To determine the attenuation requirements, the developed scenario was remodelled with the impervious surfaces
discharging to an OSD tank prior to leaving the site, and a small portion of the site consisting of the drainage
easement and the entry into the site are modelled to bypass the OSD tank, discharging directly to Pearl Street.
Details of these catchments are shown below in Figure 3.4 – DRAINS Post-development catchments.
Figure 3.4 – DRAINS Post-development catchments for attenuation
An iterative process was used to determine a suitable configuration of storage volume and outlet arrangement for
the proposed On Site Detention (OSD) tank to deliver the required reduction of the flow rates from the site. The
result of the iterative sizing process determined that the OSD storage will need to provide an attenuation capacity
of 13m³ to ensure adequate capacity to achieve attenuation. A 115mm diameter low flow orifice outlet at the base
of the OSD tank was determined to adequately attenuate flow from the 0.5EY to 1% AEP events. A small amount of
stormwater will surcharge from the access grate of the OSD tank during the 2% and 1% AEP events. This flow will
travel as overland flow across the carpark and ultimately to Pearl Street.
It is proposed to install Humes Stormtrap in-ground OSD tank consisting of two standard VI Modules for the
development. This will provide 18.8m² of storage area, which at 0.7m high will provide 13.2m³ of attenuation storage
for the development.
The proposed OSD arrangement was modelled in DRAINS to compare flows to the existing condition. Results from
DRAINS is summarised in Table 3.2 Existing and proposed mitigated site peak discharge rates.
Table 3.2 Existing and proposed mitigated site peak discharge rates
Qexisting Qmitigated Qchange Qchange
AEP (2100)
(m³/s) (m³/s) (m³/s) (%)
0.5 EY 0.026 0.026 0.000 0%
10% 0.044 0.035 -0.009 -20%
5% 0.050 0.039 -0.011 -22%
2% 0.057 0.049 -0.008 -14%
1% 0.063 0.061 -0.002 -3
As the total peak flows are equal to or below the existing site conditions for all storm events, the proposed OSD tank
will provide the mitigation required for the peak flow storm events from the development.
3.2. Existing Drainage Network
As discussed in Section 2.3.1, there is an existing 300mm diameter roofwater pipe along the eastern boundary of
the site that collects roofwater from the southern adjoining property (Lot 44 on SP196689). There is an existing
grated inlet pit in the verge of Pearl Street adjacent to the north eastern corner of the site. The 300mm diameter
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Section 10
pipe makes a 90 degree change in direction at this pit and continues to the east in the verge.
A DRAINS model has been prepared for the existing 300mm diameter roofwater pipe through the site and
immediately downstream to make an assessment of the capacity of the existing pipe. Below in Figures 3.5 and 3.6
are the existing network modelled in DRAINS and the catchment details for the adjoining lot.
Figure 3.5 – DRAINS Network – Roofwater pipe
Figure 3.6 – Upstream lot catchment details
The DRAINS model was run for the 10% and 1% AEP storm events. The results indicate that the existing roofwater
pipes have adequate capacity to convey the 10% AEP storm event. The existing roofwater pipe is almost capable of
conveying the 1% AEP storm event, with only minor bypass occurring during this event. The results are shown in
Figures 3.7 and 3.8 below.
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Section 11
Figure 3.7 – 10% AEP DRAINS results for existing conditions
Figure 3.8 – 1% AEP DRAINS results for existing conditions
The existing DRAINS model of the roofwater pipe was then updated to include the proposed development, OSD
tank and additional inlet pit. Results from the DRAINS model confirms that the proposed development does not
impact the capacity of the existing roofwater pipe. Results for the proposed condition are shown below in Figures
3.9 and 3.10 below.
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Section 12
Figure 3.9 – 10% AEP DRAINS results for proposed conditions
Figure 3.10 – 1% AEP DRAINS results for proposed conditions
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Section 13
The invert level of the proposed OSD tank has been set to minimise the tailwater influence on the tank outlet from the downstream roofwater pipe. This was checked and confirmed with the DRAINS model. Full Results from the DRAINS models are provided in Appendix B. Project number 20220206 Page 13 of 19 File 20220206 48 Elm St SWMP, 2023-02-03 Revision 1 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 14
STORMWATER QUALITY
The following sections discuss the stormwater quality considerations for the construction and operational phase of
the development.
4.1. Construction Phase
4.1.1 Erosion and Sediment Control Measures
During construction, it is necessary to manage stormwater run-off to avoid potential contamination of downstream
waterways from sediments and other pollutants from the site. A range of best practice sediment and erosion controls
should be implemented on the development to ensure negative impacts to the downstream receiving environment
are mitigated.
As the area being developed is below 2,500m², the development’s construction will be managed using best practice
erosion and sediment control principles in line with the desired outcomes of Appendix 2 of the SPP (DERM, July
2017), which are shown below in Figure 4.1.
Figure 4.1 SPP 2017 Construction Phase Stormwater Management Design Objectives
A site-specific erosion and sediment control plan has been prepared for the development making use of a range of
suitable erosion and sediment controls, including:
1. Sediment fencing along downstream of the work areas within the site to prevent sediment from leaving the
construction area.
2. A shakedown area is to be installed at the construction entry/exit to the proposed development area to
minimise sediment being transported to and from the site.
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Section 15
3. Stockpiles for soils and materials are to be protect using bunded banks to divert upstream flows, and with
downstream sediment fencing to prevent sediments being lost from the stockpile area
4. Diversion of upstream catchments around any exposed areas using diversion drains around the site.
5. Disturbed areas are to be stabilised through turfing or hydromulching as soon as practicable once
earthworks are complete.
4.2. Operational Phase
As the proposed development site is less than 2,500m 2 in area, the development is not required to meet stormwater
quality design objectives outlined in Table B in Appendix 2 of the State Planning Policy (2017). As this is not required
under the State Planning Policy, water quality improvement devices have not been included in the design.
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Section 16
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 lawful point of discharge for the development will be by connection into the existing stormwater
infrastructure in Pearl Street to which the site currently drains.
The overall run-off characteristics from the site will be maintained with no worsening to existing peak flow
rates. DRAINS modelling has been carried out for existing and developed conditions to determine the
required sizing of an OSD tank to attenuate peak site flows to the existing rates. A 13kL OSD tank will be
used to collect run-off from the roof areas to achieve the required attenuation.
A Humes Stormtrap has been nominated for the OSD tank. A 115mm diameter orifice plate is required at
the outlet to attenuate flows to existing levels. A grated maintenance access will be provided in the top of
the tank. This will also serve as an OSD tank overflow during the 1% AEP and 2% AEP events.
A new inlet pit will be constructed in the north eastern corner of the site over the existing 300mm roofwater
pipe. The proposed carpark area will grade towards this inlet pit via a kerb provided along the eastern edge
of the carpark.
A 225mm outlet pipe will be provided from the OSD tank to the proposed inlet pit.
The existing roofwater pipe has adequate capacity to allow for construction of a new inlet pit and connection
of the site stormwater.
No water quality improvement devices are proposed for the site as the site area is less than 2,500m2 and
are therefore not required under the State Planning Policy (2017).
During construction, erosion and sediment control measures are to be implemented to minimise potential
contaminants impacting the downstream receiving environment in line with the objectives of Appendix 2 of
the SPP. A site-specific erosion and sediment control plan has been developed using best practice
management principles to achieve these objectives.
The proposed stormwater solution is considered to minimise any adverse impacts to the downstream
environment arising from the stormwater run-off while also meeting the stormwater quality and quantity
targets required for the development and is therefore a complying solution for the proposed development.
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Section 17
Appendix A Proposed Development Plans Project number 20220206 Page 17 of 19 File 20220206 48 Elm St SWMP, 2023-02-03 Revision 1 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 18
PROPOSED COMMERCIAL DEVELOPMENT
48 ELM STREET, COOROY, 4570, QLD
Lot 1 ON RP155843
CIVIL WORKS
DRAWING SCHEDULE
DRAWING NUMBER DRAWING TITLE
001 COVER SHEET & LOCALITY PLAN
002 GENERAL NOTES
003 EXISTING SERVICES AND DEMOLITION LAYOUT PLAN
010 SITE LAYOUT PLAN
011 DRIVEWAY LONGITUDINAL SECTION
020 BULK EARTHWORKS LAYOUT PLAN
021 EARTHWORKS LONGITUDINAL SECTIONS
030 EROSION AND SEDIMENT CONTROL LAYOUT PLAN
SITE LOCATION
031 EROSION AND SEDIMENT CONTROL DETAILS
040 STORMWATER LAYOUT PLAN
041 STORMWATER DETAILS
045 STORMWATER CATCHMENT LAYOUT PLANS
050 SEWER AND WATER CONNECTION LAYOUT PLAN
060 VEHICLE SWEPT PATHS
LOCALITY PLAN
NOT TO SCALE
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED COMMERCIAL DEVELOPMENT
IRONBARK SMSF PTY LTD TITLE: STATUS:
48 ELM STREET COVER SHEET AND FOR APPROVAL - NOT FOR
© ABN 89 647 469 707 03
02
28/06/24
25/05/23
RFI UPDATE
RFI UPDATE
JB
BP
AB
BP
AB
BP COOROY, 4570, QLD LOCALITY PLAN CONSTRUCTION
75 NOOSA DRIVE JB
01 09/02/23 OPW ISSUE BP JB SCALE:
NOOSA HEADS, QLD 4567
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
N.T.S DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
001 20220206 A1 03
Section 19
GENERAL NOTES ROADS AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE 3. DOWELL BARS MUST BE INSTALLED EXACTLY 90° TO THE FACE OF JOINT
U.N.O. TO ALLOW EXPANSION AND CONTRACTION MOVEMENTS.
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN. 4. JOINTING LAYOUT TO BE CONFIRMED BY SUPERINTENDANT PRIOR TO
16. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO CONSTRUCTION COMMENCING. LAYOUT SHOULD AVOID ACUTE ANGLES
CONTRACTOR. CONTRACTOR TO ALLOW FOR ALL MEANS NECESSARY TO COMMENCEMENT OF ANY WORKS ON SITE. IN THE CONCRETE SLAB AND AVOID MISMATCHED JOINTS.
ACCURATELY SETOUT THE WORKS. 5. JOINT SEALANTS WHERE USED MUST ADHERE TO SIDE OF JOINT FACES
17. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS ONLY AND SHALL NOT EXTEND ABOVE SIDES OF JOINTS ONTO THE SLAB
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT IDENTIFIED IN THE APPROVED VEGETATION MANAGEMENT PLAN. SURFACE.
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE CONTRACTOR TO ENSURE ALL TREE ROOTS AND STUMPS ARE
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT 6. DOWEL BARS ARE TO BE
COMPLETELY REMOVED AND BACKFILLED TO LEVEL 1 SUPERVISION.
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED CONTRACTOR TO ALLOW TO MULCH ALL CLEARED VEGETATION AND 6.1. FOR 100MM THICK SLAB, 12MM Ø OF LENGTH 300MM AND SPACED AT
STANDARD DRAWINGS AND SPECIFICATIONS U.N.O. STOCKPILE ON SITE OR REMOVE FROM SITE AS DIRECTED. 400MM CENTRES
6.2. FOR 125MM THICK SLAB, 16MM Ø OF LENGTH 350MM AND SPACED AT
3. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED 18. DRAWINGS TO BE READ IN CONJUNCTION WITH ARCHITECT, SURVEYOR, 300MM CENTRES
OUTSIDE OF THE TOLERANCES SPECIFIED WITHIN THE PROJECT HYDRAULICS, ETC. CONSULTANT AND CONTRACTOR DRAWINGS.
SPECIFICATION AND LOCAL AUTHORITY REQUIREMENTS, THE 6.3. FOR 150MM THICK SLAB, 20MM Ø OF LENGTH 400MM AND SPACED AT
CONTRACTOR WILL RECTIFY AT THEIR COST INCLUSIVE OF ANY 19. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT 300MM CENTRES
ADDITIONAL COSTS INCURRED BY RECOR. AUTHORITY: ROAD OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN
FOR ALL WORKS WITHIN COUNCIL ROAD RESERVES. CONTRACTOR TO
4. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS ALLOW FOR ALL COSTS ASSOCIATED WITH IMPLEMENTATION OF THE
INSPECTIONS:
SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY TMP. THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS
IS TAKEN BY RECOR OR THE PRINCIPAL FOR THE ACCURACY AND BEFORE ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR
COMPLETENESS OF THIS INFORMATION. IT IS THE RESPONSIBILITY OF 20. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL
IS TO PROVIDE A MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED
THE CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND AUTHORITY APPROVALS RECEIVED FOR THE PROJECT AND IN
INSPECTIONS. SHOULD THE
LEVEL OF ALL EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY ACCORDANCE WITH OPW APPROVALS BY COUNCIL.
WORKS. ANY DISCREPANCIES SHALL BE REPORTED TO THE CONTRACTOR FAIL TO REQUEST AN INSPECTION, THE CONTRACTOR WILL BE
21. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE
SUPERINTENDENT. CONTRACTOR TO LOCATE AND PROTECT SERVICES RESPONSIBLE FOR ALL COSTS TO ALLOW FOR THE WORKS TO BE
BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF
AS REQUIRED DURING PROPOSED WORKS. INSPECTED TO THE SATISFACTION OF RECOR. ANY INSPECTIONS THAT FAIL
THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, ROAD
ARE TO BE RE-INSPECTED WITH ALL REINSPECTION COSTS TO BE PAID BY
5. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND RESERVE, PARKS/OPENSPACE, EASEMENTS.
THE CONTRACTOR.
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS 22. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION
SHOWN ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING a. PRESTART
DRAWINGS AND APPROVALS ON SITE AT ALL TIMES.
SERVICES CLASHES PRIOR TO COMMENCEMENT OF CIVIL WORKS. b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF
23. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN
CONTRACTOR TO IMMEDIATELY REPORT ANY DISCREPANCIES TO RECOR SEDIMENT AND EROSION CONTROL MEASURES UNSUITABLE GROUND
ACCORDANCE WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN
AND AWAIT FORMAL DIRECTION PRIOR TO COMMENCING CIVIL WORKS.
AND CONSTRUCTION CODE (2013). c. SIDE AND CUT OFF DRAINS
6. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS
d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL
SHALL BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS,
FOOTPATHS, CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND STANDARD SIGNS AND LINE MARKING NOTES e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT
ROAD PAVEMENTS. 1. GENERAL f. STORMWATER STRUCTURE BASE SLABS
7. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO 1.1. ALL SIGNS AND PAVEMENT MARKING IS TO BE IN ACCORDANCE WITH g. PAVEMENT SUBGRADE
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR THE QUEENSLAND TRANSPORT MANUAL OF UNIFORM TRAFFIC
REINSTATEMENT TO BE CARRIED OUT IMMEDIATELY TO THE CONTROL DEVICES (CURRENT EDITION). h. PAVEMENT REINFORCING
SATISFACTION OF INFRASTRUCTURE OWNER/MANAGER / 2. SIGNS i. PAVEMENT PRIOR TO SEALING (PRESEAL)
AUTHORITY/COUNCIL. 2.1. ALL SIGNS TO BE REFLECTORISED CLASS 1 TO AS1906.1:2007 UNLESS
j. RETAINING WALL FOOTING REINFORCING
8. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL NOTED OTHERWISE.
WORKPLACE HEALTH AND SAFETY REQUIREMENTS. 2.2. SIGNS ARE TO BE INSTALLED WITH THE FOLLOWING CLEARANCES TO k. RETAINING WALL BLOCKWORK PRIOR TO CORE FILL
EDGE OF SIGN: LOCATION CLEARANCE NO KERB 600 BEHIND GUIDE l. STEEL REINFORCEMENT OF CONCRETE STRUCTURES
9. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN
POSTS BARRIER KERB 300 FROM FACE MOUNTABLE KERB 500 FROM
CLOSE PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR m. PRACTICAL COMPLETION
FACE OF KERB.
INFRASTRUCTURE, CONTRACTOR TO ALLOW IN SCOPE OF WORKS TO
PROVIDE ALL MEASURES NECESSARY TO ENSURE THE INTEGRITY OF 2.3. PARKING CONTROL SIGNS TO BE MOUNTED TO FACE APPROACHING n. ON MAINTENANCE
EXISTING BOUNDARIES AND INFRASTRUCTURE. THIS MAY INCLUDE THE TRAFFIC AT 45° TO KERB OR CARRIAGEWAY EDGE. ALL OTHER SIGNS
o. OFF MAINTENANCE
USE OF LOW VIBRATION EQUIPMENT, TRENCH SHORING ETC AS TO BE TURNED AWAY BY 5° FROM THE NORMAL TO APPROACHING
HEADLIGHT. p. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER
REQUIRED.
3. SIGN SUPPORTS DEVELOPMENT APPROVAL)
10. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON
3.1. SLEEVED SIGNS SUPPORTS ARE TO BE PROVIDED IN ALL AREAS
THESE DRAWINGS, THE CONTRACTOR IS TO NOTIFY RECOR AND
WHERE THEY ARE IN A PAVED SURFACE.
RECEIVE WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
4. LINEMARKING
11. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL 4.1. REDUNDANT LINEMARKING IS TO BE GROUND OFF.
CONSTRUCTED WORKS IN ACCORDANCE WITH LOCAL GOVERNMENT 4.2. THERMOPLASTIC LINEMARKING TO BE USED FOR ALL CONCRETE.
REQUIREMENTS. UNLESS OTHERWISE ADVISED BY RECOR CONTRACTOR
TO NOTE COUNCILS ADAC REQUIREMENTS.
JOINTING NOTES
12. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH
RELEVANT APPROVALS.
1. ALL JOINTING AND CONCRETE TO BE IN ACCORDANCE WITH THE
13. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL, REQUIREMENTS OF AS3727.1:2016.
LANDSCAPE AND OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL 2. SAW CUT JOINTS MUST BE:
CONSTRUCTION.
2.1. BETWEEN 1 AND 1 OF CONCRETE PAVEMENT DEPTHS.
14. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR 4 3
DEMOLITION WORKS COMMENCING ON SITE. 2.2. CLEARED OF ANY DEBRIS FROM THE CUTTING METHOD.
15. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, 2.3. PERFORMED WITHIN 6 TO 12 HOURS OF FINISHING CONCRETE
POURS.
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED COMMERCIAL DEVELOPMENT
IRONBARK SMSF PTY LTD TITLE: STATUS:
48 ELM STREET GENERAL NOTES FOR APPROVAL - NOT FOR
© ABN 89 647 469 707 03
02
28/06/24
25/05/23
RFI UPDATE
RFI UPDATE
JB
BP
AB
BP
AB
BP COOROY, 4570, QLD CONSTRUCTION
75 NOOSA DRIVE JB
01 09/02/23 OPW ISSUE BP JB SCALE:
NOOSA HEADS, QLD 4567
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
N.T.S DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
002 20220206 A1 03
Section 20
dWM
dWM
dE
dTU
dOF
N LEGEND
dWM
dE
dWM
dTU
dOF
10.5 EXISTING CONTOURS MAJOR (0.5m INTERVAL)
dE
EXISTING SW INLET PIT
dWM
TREET
PEARL S
SL: 107.1m AHD EXISTING CONTOURS MINOR (0.1m INTERVAL)
IL: 106.44m AHD
dWM
dE
dTU
O O O O O O O O O O O O
dOF
EXISTING TREES TO BE EXISTING RETAINING WALL
FELLED, MULCHED AND / / / / / / / / / / / / / /
dWM
REMOVED OFFSITE U.N.O EXISTING BUILDING
dE
//// //// //// //// ////
EXISTING EDGE OF PAVEMENT
d WM
CP
Ø300 R
dTU
dOF
EXISTING FOOTPATH TO BE DEMOLISHED
(D) PROPERTY BOUNDARY
/
///
(D)
dE
dWM
EXISTING PARKING BAY
////
dS dS
/
EXISTING SEWER (BYDA)
///
AND KERB TO BE
EXISTING PARKING BAY
dWM
////
DEMOLISHED
/
///
dWM dWM EXISTING WATER MAIN (BYDA)
dTU
dOF
AND KERB TO BE
////
dE
(D)
DEMOLISHED
/
///
////
dE dE dE EXISTING OVERHEAD ELECTRICITY (BYDA)
////
dWM
/
///
C
Ø150 A EXISTING STORMWATER (BYDA)
(D)
D D
dE
////
////
05.84
dWM
USIL: 1
dTU
dOF
04.48
/
///
////
dS
/
DSIL: 1
////
/ //
dTU dTU EXISTING COMMUNICATIONS (BYDA)
dS
////
/
////
////
dS
/
/
/
(D)
///
///
/
/ //
dS
dE
dWM /
dE dOF dOF EXISTING OPTIC FIBRE (BYDA)
////
////
dS
/
108.5 dS dE
////
dE
/
Section 21
/
///
dS dE
/
dWM
dE EXTENT OF CIVIL WORKS
dTU
dOF
/
dE
////
////
////
(D)
/
///
/
dE
dE
dE
/
////
dE
/
////
//// dE
////
dWM
dE
/
EXISTING WATER VALVE dE
/
///
/
////
dE
(D)
////
dWM
////
(NOT LOCATED)
/
////
10 dE
/// /
dTU
dE
dE
dS
dTU
dWM
/
dOF
7.
/
///
dE dWM
dTU
5
/
dE dWM
dTU
/
////
////
dE
////
dWM
/
dTU
////
/
dE
///
(D)
dE
////
/
dTU
////
dE dWM
dWM
////
/
dE
dTU
////
dE dWM
/
////
dE
dTU
dWM
/
////
dS
dE dTU
dWM
////
dTU
dE
dOF
dWM
////
dE
/
dTU
dWM 10
(D)
dE dTU 7.5
dE dWM
/
dE
dTU
dE dWM
////
dE C
////
Ø200 A
dTU
dWM
////
EXISTING SIGN dE
////
108.0
dWM
/
dTU
dE dWMWM
dS
dE
(D)
dTU
dE dWM
/
////
dTU
////
dTU
////
dOF
dWM
////
////
dWM
dE dTU
dWM EXISTING EASEMENT
The text continues on section 22.