Original source · versioned page text
RECOR Preliminary Stormwater Management Report - 20220198
3 Delorme Street, Noosa Heads 20220198 Capital Prudential Pty Ltd Stormwater Management Plan August 2022
See the original
The page text is free to read. Viewing or downloading an original file needs an account.
Log in to see the originalLog in to download the original file
The download may take up to a minute.
Full text of the other 27 pages
Page 2
Document control record
Document prepared by:
RECOR Pty Ltd
ABN 89 647 469 707
75 Noosa Drive
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 20220198-SWMP01 Project number 20220198
File path C:\12dS\data\RecorSYN\20220198 3 Delorme St_619\03 Engineering\02 Reports\RECOR
Preliminary Stormwater Management Report - 20220198.docx
Client Capital Prudential Pty Ltd
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 19/08/2022 Initial Version BP JB JB
Current revision 0
Approval
Author signature Approver signature
Name B. Parry Name J. Bauleka
RPEQ: 20693
Title Civil Engineer Title Senior Civil Engineer
recorconsulting.com
A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected]
P +61 7 5211 1003
Page 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
Stormwater Quality........................................................................................................................10
4.1. Construction Phase............................................................................................................................10
4.2. Operational Phase .............................................................................................................................11
Conclusion....................................................................................................................................12
Appendices
Appendix A
Proposed Development Concept Plans
Appendix B
DRAINS Modelling Parameters and Results
Project number 20220198
File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19
Revision 1
recorconsulting.com
P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected]
Page 4
INTRODUCTION RECOR has been engaged to prepare a Stormwater Management Report to accompany a development application for a residential development located at 3 Delorme Street, Noosa Heads. 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. Project number 20220198 File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 4 of 15 Revision 1 P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 5
SITE DETAILS
2.1. Existing Site Description & Drainage
The existing site, known in real property terms as Lot 148 RP160425, is located at 3 Delorme Street. The existing site
contains a residential dwelling with a total site area of 832m².
2.2. Existing Drainage Patterns
The subject land is located in moderately sloping terrain with the land generally falling from the west to east at
typically 10 to 15%. The run-off from the existing developed site typically drains as overland surface flows to the
eastern portion of the site, however sandy soils are typical of the locality and a significant portion of surface run-off
is expected to infiltrate into the site soils.
Roof run-off is conveyed by downpipes below ground with an outlet within the Delorme Street frontage kerb
observed as the discharge point for these pipes. A downstream pit at the end of Delorme St will ultimately collect
the roof drainage from the kerb and gutter system.
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2022)
Project number 20220198
File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 5 of 15
Revision 1
P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 6
2.3. Proposed Development Drainage Pattern
2.3.1 Stormwater Concept
The internal stormwater drainage network will consist of several pits to provide collection points for upstream run-
off and enclosed courtyard areas draining under gravity and discharging via new kerb adaptors to the existing
Council infrastructure in Delorme Street.
Roof run-off from the new building will be drained via downpipes into a stormwater attenuation tank to be provided
for each unit. The tank is sized to reduce the overall developed site flows to pre-development levels, ensuring
discharge from the site minimises any impact to the downstream environment.
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.
Refer to Appendix A Proposed Development Concept Plan for the proposed stormwater drainage layout plan
illustrating the concept described above.
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 that
the proposed development will be subject to flooding.
Project number 20220198
File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 6 of 15
Revision 1
P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 7
STORMWATER QUANTITY
3.1. Pre-Post Comparison
As the development proposes to increase the impervious area of the site by approximately 396.6m² (from 267m² to
664m²), there is likely to be an increase in peak flows from the site. The site has therefore been modelled using the
DRAINS software to assess the impact on peak flows, 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 1EY, 50%, 0.2EY, 10%, 5%, 2% and 1% Annual
Exceedance Probability (AEP) for durations from 1 minutes to 24 hours to determine the critical storm duration and
the mean peak flowrate from the storms. Refer to Appendix B DRAINS Modelling Parameters and Results for details
of the parameters used and summary of the results from the modelling.
The model used to represent the development is shown below in Figure 3.1 – DRAINS model layout.
Figure 3.1 – DRAINS model layout
The configuration of the catchment areas for pre-development, post-development and split post development for
roof water to an attenuation tank are shown in Figure 3.2 – DRAINS Pre-development catchment, Figure 3.3 – DRAINS
Post-development catchments and Figure 3.4 – DRAINS Split Post-development catchment respectively.
Project number 20220198
File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 7 of 15
Revision 1
P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 8
Figure 3.2 – DRAINS Pre-development catchment
Figure 3.3 – DRAINS Post-development catchments
Figure 3.4 – DRAINS Split 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.
Project number 20220198
File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 8 of 15
Revision 1
P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 9
Table 3.1 Existing and proposed unmitigated site peak discharge rates
Delorme Street
Qchange
A.E.P Qexisting Qproposed Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.021 0.024 0.003 14%
50% 0.025 0.028 0.003 12%
0.2 EY 0.039 0.041 0.002 5%
10% 0.045 0.050 0.005 11%
5% 0.057 0.057 0.000 0%
2% 0.065 0.065 0.000 0%
1% 0.071 0.072 0.001 1%
As expected, the site has increased the total peak flows from the site for the majority of storm events. Attenuation
will be required to mitigate the outflows to ensure that the development does not exceed the predevelopment levels
to minimise impacts to the downstream environment.
The mitigated post-development model splits the catchment into a roof area, which drains to an on-site detention
(OSD) tank, and the remainder of the site which is not attenuated. An iterative process was used to determine a
suitable configuration of storage volume, low-flow, and high flow pipe outlets for the OSD 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 3,000L for each unit with the maximum possible roof area to be plumbed to the tank. A low flow outlet
consisting of a 57mm orifice plate is to be provided the base of the tank, and a 100mm high flow outlet at the head
of the tank will provide discharge for larger storm events.
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
Wyandra Street
Qchange
A.E.P Qexisting Qmitigated Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.021 0.021 0.000 0%
50% 0.025 0.024 -0.001 -4%
0.2 EY 0.039 0.033 -0.006 -15%
10% 0.045 0.041 -0.004 -9%
5% 0.057 0.049 -0.008 -14%
2% 0.065 0.063 -0.002 -3%
1% 0.071 0.071 0.000 0%
As the total peak flows are equal to or below the existing site conditions for all storm events, the proposed OSD area
will provide the mitigation required for the peak flow storm events from the development.
Project number 20220198
File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 9 of 15
Revision 1
P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 10
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 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 downstream of the work areas within the site to prevent sediment from leaving the
construction area.
Project number 20220198
File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 10 of 15
Revision 1
P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 11
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.
3. Filter socks or similar are to be provided within the downstream kerb and drainage to prevent sediment from
entering the downstream drainage system.
4. Diversion of upstream catchments around any exposed areas using diversion drains around the site.
4.2. Operational Phase
The development consists of a small lot duplex consistent in character with the existing residential dwelling. The
proposed development is not considered to significantly alter the pollutant generation potential of the site, and
therefore no additional stormwater quality treatment is proposed for the development.
Project number 20220198
File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 11 of 15
Revision 1
P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 12
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 proposed site surface run-off is captured internally and discharged into the Council stormwater
infrastructure on Delorme Street as the lawful point of discharge.
Field inlet pits are provided within the development to capture upstream run-off and convey it through the
development.
The existing and proposed development site have been modelled for the critical design storm events for the
site, which found attenuation would be required. Provision of a 3kL attenuation tank to each unit, with a
57mm low flow orifice and 100mm high flow outlet was found to provide mitigate the development such
that there will be no increase to existing peak flow discharges from the site for the modelled storm events.
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. An erosion and sediment control plan shall be developed as part of a submission for Operational
Works approvals.
As the development is a small residential site that does not significantly alter the pollutant generating
characteristics of the site, stormwater quality treatment is not proposed for the development.
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 targets required
for the development.
Project number 20220198
File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 12 of 15
Revision 1
P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 13
Appendix A Proposed Development Concept Plans Project number 20220198 File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 13 of 15 Revision 1 P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 14
RESIDENTIAL SUBDIVISION DEVELOPMENT
3 DELORME STREET, NOOSA HEADS QLD 4567
Lot 148 ON RP160425
CIVIL WORKS
DRAWING SCHEDULE
SHEET TITLE
001 COVER SHEET
002 GENERAL NOTES
003 EXISTING FEATURES AND DEMOLITION PLAN
010 PROPOSED LAYOUT
020 EARTHWORKS PLAN
030 EROSION SEDIMENT CONTROL PLAN
031 EROSION SEDIMENT CONTROL DETAILS
040 STORMWATER LAYOUT PLAN
SITE
LOCALITY PLAN
NOT TO SCALE
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
3 DELORME STREET, NOOSA HEADS
CAPITAL PRUDENTIAL TITLE: STATUS:
COVER SHEET FOR APPROVAL
© ABN 89 647 469 707
3 DELORME STREET, NOOSA HEADS JARO BAULEKA NOT FOR CONSTRUCTION
75 NOOSA DRIVE RPEQ: 2693
01 28/08/222 ISSUED FOR APPROVAL MVP JAC JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
AS INDICATED DATE: 26/08/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
001 20220198 A1 01
Page 15
GENERAL NOTES 18. DRAWINGS TO BE READ IN CONJUNCTION WITH ARCHITECT, SURVEYOR, THAT THE GEOTECHNICAL CONSULTANT BE CONTACTED TO CONFIRM THE CONFIRMATION THAT WORKS CAN COMMENCE.
HYDRAULICS, ETC. CONSULTANT AND CONTRACTOR DRAWINGS. SOIL CONDITIONS PRIOR TO EARTHWORKS COMMENCING. 20. ALL EXCAVATIONS ARE TO BE CONDUCTED IN ACCORDANCE WITH THE
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN. 2. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF 100MM REQUIREMENTS OF THE GEOTECHNICAL ENGINEER AS OUTLINED IN THE
19. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT AUTHORITY:
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. ROAD OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN FOR ALL WORKS OVER THE EXTENT OF THE WORKS UNLESS DIRECTED OTHERWISE AND GEOTECHNICAL INVESTIGATION REPORT BY TECTONIC. TEMPORARY
CONTRACTOR TO ALLOW FOR ALL MEANS NECESSARY TO ACCURATELY WITHIN COUNCIL ROAD RESERVES. CONTRACTOR TO ALLOW FOR ALL COSTS STOCKPILED WHERE REQUIRED FOR FILL OF LANDSCAPING AREAS. TOPSOIL UNSURCHARGED CUTS IN LOOSE TO VERY LOOSE SAND TO BE FORMED AT
SETOUT THE WORKS. ASSOCIATED WITH IMPLEMENTATION OF THE TMP. MATERIALS MUST NOT BE USED IN STRUCTURAL FILL. 1V:2H, AND IN MEDIUM DENSE SAND AT 1V:1H FOR BATTERS UP TO 3M IN
3. UNSUITABLE NATURAL MATERIALS SUCH AS SATURATED, LOOSE OR SOFT HEIGHT. DEEPER CUTS ARE TO BE ASSESSED BY THE GEOTECHNICAL
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT 20. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL AUTHORITY MATERIALS ENCOUNTERED SHOULD BE REMOVED DURING SUBGRADE ENGINEER.
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE APPROVALS RECEIVED FOR THE PROJECT AND IN ACCORDANCE WITH OPW PREPARATION FOR BULK EARTHWORKS. ALL UNSUITABLE MATERIAL TO BE 21. WHERE THE ABOVE TEMPORARY BATTER SLOPES CAN NOT BE ACHIEVED,
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT APPROVALS BY COUNCIL. REMOVED FROM SITE AT CONTRACTORS EXPENSE. TEMPORARY SHORING WILL BE REQUIRED UNDER THE ADVICE OF A
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED STANDARD
21. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE 4. COMPACTION OF THE EXPOSED SAND SUBGRADE REQUIRES SUBSTANTIAL SPECIALIST SHORING CONTRACTOR.
DRAWINGS AND SPECIFICATIONS U.N.O.
BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF VOLUMES OF WATER COMBINED WITH VIBRATORY COMPACTION EQUIPMENT. 22. EXCAVATIONS IN PROXIMITY TO EXISTING STRUCTURES WILL REQUIRE
3. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED OUTSIDE OF THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, ROAD CARE MUST BE TAKEN TO ENSURE THERE ARE NO IMPACTS ON SPECIFIC DESIGN TO PREVENT UNDERMINING WHICH SHOULD BE CARRIED
THE TOLERANCES SPECIFIED WITHIN THE PROJECT SPECIFICATION AND RESERVE, PARKS/OPENSPACE, EASEMENTS. SURROUNDING STRUCTURES. MATERIAL TO BE COMPACTED IN ACCORDANCE OUT BY A SUITABLY QUALIFIED AND EXPERIENCED RPEQ STRUCTURAL
LOCAL AUTHORITY REQUIREMENTS, THE CONTRACTOR WILL RECTIFY AT WITH GEOTECHNICAL REPORT AND AS1289. ENGINEER.
THEIR COST INCLUSIVE OF ANY ADDITIONAL COSTS INCURRED BY RECOR. 22. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION
DRAWINGS AND APPROVALS ON SITE AT ALL TIMES. 5. A MINIMUM 150MM THICK GRANULAR WORKING PLATFORM MAY BE REQUIRED 23. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT ANY
4. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS ON SOIL SUBGRADES ALONG HAUL ROADS AND LAYDOWN AREAS TO CONSTRUCTED CUT/FILL BATTERS AND RETAINING STRUCTURES ON THE SITE
SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS 23. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN IMPROVE TRAFFICABILITY. SPECIFIC PLATFORM DESIGN WOULD BE REQUIRED HAVE ACHIEVED ADEQUATE STABILITY WITH A LONG-TERM FACTOR OF
TAKEN BY RECOR OR THE PRINCIPAL FOR THE ACCURACY AND ACCORDANCE WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN AND PRIOR TO MOBILISATION AND TRAFFICKING OF ANY HEAVY MOBILE PLANT ON SAFETY AGAINST GEOTECHNICAL FAILURES TO THEIR SATISFACTION.
COMPLETENESS OF THIS INFORMATION. IT IS THE RESPONSIBILITY OF THE CONSTRUCTION CODE (2013). THE SITE. 24. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS INCLUSIVE OF
CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND LEVEL OF ALL 6. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND COMPACTED TOPSOIL LAYER. REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR
EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY WORKS. ANY STANDARD SIGNS AND LINE MARKING NOTES WHERE UNSUITABLE NATURAL MATERIALS ARE LOCATED AND AS OTHERWISE BUILDING SLAB THICKNESSES AND HYDRAULIC DRAWINGS FOR SUB-FLOOR
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT. NECESSARY TO OBTAIN SUBGRADE/PLATFORM LEVEL. IMPORTED GENERAL DRAINAGE FOR DETERMINATION OF REQUIRED BULK EARTHWORKS SURFACE.
CONTRACTOR TO LOCATE AND PROTECT SERVICES AS REQUIRED DURING 1. GENERAL FILL MATERIAL SHALL BE CLEAN GRADED MATERIAL FREE OF ORGANIC 25. ANY PRELOADING REQUIRED IS TO OCCUR IN ACCORDANCE WITH THE
PROPOSED WORKS. 1.1. ALL SIGNS AND PAVEMENT MARKING IS TO BE IN ACCORDANCE WITH THE MATTER AND STONES, WITH MAXIMUM PARTICLE SIZE OF 100mm AND GEOTECHNICAL ENGINEERS REQUIREMENTS. CONTRACTOR TO ALLOW FOR
5. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND QUEENSLAND TRANSPORT MANUAL OF UNIFORM TRAFFIC CONTROL CAPABLE OF BEING COMPACTED INTO COHERENT FILLING TO THE SPECIFIED THE IMPORT AND REMOVAL OF ALL NECESSARY MATERIAL TO UNDERTAKE
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN DEVICES (CURRENT EDITION). STANDARD. THE MATERIAL SHALL HAVE A MAXIMUM PLASTICITY INDEX OF THE PRELOADING OPERATIONS.
ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING SERVICES CLASHES 2. SIGNS 15%, A SHRINK-SWELL INDEX OF LESS THAN OR EQUAL TO 1% AND A MINIMUM 26. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT.
PRIOR TO COMMENCEMENT OF CIVIL WORKS. CONTRACTOR TO IMMEDIATELY 2.1. ALL SIGNS TO BE REFLECTORISED CLASS 1 TO AS1906.1:2007 UNLESS C.B.R. OF 10%.
REPORT ANY DISCREPANCIES TO RECOR AND AWAIT FORMAL DIRECTION NOTED OTHERWISE. 7. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE
PRIOR TO COMMENCING CIVIL WORKS. 2.2. SIGNS ARE TO BE INSTALLED WITH THE FOLLOWING CLEARANCES TO CONTENT FOR STANDARD COMPACTION. INSPECTIONS:
EDGE OF SIGN: LOCATION CLEARANCE NO KERB 600 BEHIND GUIDE 8. ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS
6. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL PROPERTY BOUNDARY OF THE SUBJECT SITE, INCLUDING REAR OF
POSTS BARRIER KERB 300 FROM FACE MOUNTABLE KERB 500 FROM FACE BEFORE ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR IS TO
BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS, RETAINING WALL DRAINAGE INFRASTRUCTURE FOR RETAINING WALLS IN CUT.
OF KERB. PROVIDE A MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED
CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND ROAD PAVEMENTS. RETAINING WALLS ARE TO BE PREPARED IN ACCORDANCE WITH STRUCTURAL
2.3. PARKING CONTROL SIGNS TO BE MOUNTED TO FACE APPROACHING INSPECTIONS. SHOULD THE
7. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO TRAFFIC AT 45° TO KERB OR CARRIAGEWAY EDGE. ALL OTHER SIGNS TO ENGINEERS SPECIFICATIONS, AND IN CONFORMANCE WITH CONSTRUCTION
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR REINSTATEMENT REQUIREMENTS OF GEOTECHNICAL REPORT. CONTRACTOR FAIL TO REQUEST AN INSPECTION, THE CONTRACTOR WILL BE
BE TURNED AWAY BY 5° FROM THE NORMAL TO APPROACHING
TO BE CARRIED OUT IMMEDIATELY TO THE SATISFACTION OF RESPONSIBLE FOR ALL COSTS TO ALLOW FOR THE WORKS TO BE INSPECTED TO
HEADLIGHT. 9. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR CONFIRMATION
INFRASTRUCTURE OWNER/MANAGER / AUTHORITY/COUNCIL. THE SATISFACTION OF RECOR. ANY INSPECTIONS THAT FAIL ARE TO BE
3. SIGN SUPPORTS OF RETAINING WALL COLOUR AND FINISH.
RE-INSPECTED WITH ALL REINSPECTION COSTS TO BE PAID BY THE CONTRACTOR.
8. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL 3.1. SLEEVED SIGNS SUPPORTS ARE TO BE PROVIDED IN ALL AREAS WHERE 10. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 2' SOIL
WORKPLACE HEALTH AND SAFETY REQUIREMENTS. THEY ARE IN A PAVED SURFACE. ENGINEERING SUPERVISION IN ACCORDANCE WITH APPENDIX B OF AS 3798. a. PRESTART
4. LINEMARKING THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL PROVIDE b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF SEDIMENT
9. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE CERTIFICATION THAT ALL GENERAL EARTHWORKS OPERATIONS HAVE BEEN
PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE, 4.1. REDUNDANT LINEMARKING IS TO BE GROUND OFF. AND EROSION CONTROL MEASURES UNSUITABLE GROUND
CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS
CONTRACTOR TO ALLOW IN SCOPE OF WORKS TO PROVIDE ALL MEASURES 4.2. THERMOPLASTIC LINEMARKING TO BE USED FOR ALL CONCRETE. AND THE CONTROLLED FILL IS SUITABLE FOR PURPOSE TO THE REQUIRED c. SIDE AND CUT OFF DRAINS
NECESSARY TO ENSURE THE INTEGRITY OF EXISTING BOUNDARIES AND BEARING CAPACITY UNDER THE PLATFORM/STRUCTURES AS SPECIFIED BY d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL
INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW VIBRATION JOINTING NOTES THE GEOTECHNICAL REPORT.
EQUIPMENT, TRENCH SHORING ETC AS REQUIRED. e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT
11. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED TO
10. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THESE 1. ALL JOINTING AND CONCRETE TO BE IN ACCORDANCE WITH THE 98% STANDARD MAXIMUM DRY DENSITY OR A DRY DENSITY INDEX OF AT f. STORMWATER STRUCTURE BASE SLABS
DRAWINGS, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN REQUIREMENTS OF AS3727.1:2016. LEAST 75% IN ACCORDANCE WITH THE GEOTECHNICAL REPORT IN LAYERS OF
g. SEWER RETICULATION
CONFIRMATION THAT WORKS CAN COMMENCE. 2. SAW CUT JOINTS MUST BE: 250MM LOOSE THICKNESS (PRIOR TO COMPACTION).
12. COMPACTION TESTING TO BE CARRIED OUT AT A MINIMUM OF TWO TESTS h. WATER RETICULATION
11. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL
2.1.
1 1
BETWEEN AND OF CONCRETE PAVEMENT DEPTHS. PER VERTICAL LIFT WHERE STRUCTURAL FILL HEIGHTS EXCEED 300MM IN
CONSTRUCTED WORKS IN ACCORDANCE WITH LOCAL GOVERNMENT 4 3 i. PAVEMENT SUBGRADE
REQUIREMENTS. UNLESS OTHERWISE ADVISED BY RECOR CONTRACTOR TO ACCORDANCE WITH AS3798. CONTRACTOR TO UNDERTAKE ALL
2.2. CLEARED OF ANY DEBRIS FROM THE CUTTING METHOD. j. PAVEMENT REINFORCING
NOTE COUNCILS ADAC REQUIREMENTS. EARTHWORKS TESTING IN ACCORDANCE WITH GEOTECHNICAL ENGINEER
2.3. PERFORMED WITHIN 6 TO 12 HOURS OF FINISHING CONCRETE POURS. AND LOCAL AUTHORITY REQUIREMENTS. k. PAVEMENT PRIOR TO SEALING (PRESEAL)
12. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT 3. DOWELL BARS MUST BE INSTALLED EXACTLY 90° TO THE FACE OF JOINT TO 13. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN
APPROVALS. ALLOW EXPANSION AND CONTRACTION MOVEMENTS. l. RETAINING WALL FOOTING REINFORCING
ACCORDANCE WITH LANDSCAPE DRAWINGS.
13. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL, 4. JOINTING LAYOUT TO BE CONFIRMED BY SUPERINTENDANT PRIOR TO 14. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING LEVELS. m. RETAINING WALL BLOCKWORK PRIOR TO CORE FILL
LANDSCAPE AND OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL CONSTRUCTION COMMENCING. LAYOUT SHOULD AVOID ACUTE ANGLES IN
15. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED n. STEEL REINFORCEMENT OF CONCRETE STRUCTURES
CONSTRUCTION. THE CONCRETE SLAB AND AVOID MISMATCHED JOINTS.
MANAGEMENT PLANS.
5. JOINT SEALANTS WHERE USED MUST ADHERE TO SIDE OF JOINT FACES ONLY o. PRACTICAL COMPLETION
14. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR DEMOLITION 16. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES ARE
AND SHALL NOT EXTEND ABOVE SIDES OF JOINTS ONTO THE SLAB SURFACE. p. ON MAINTENANCE
WORKS COMMENCING ON SITE. INSTALLED INCLUDING BUT NOT LIMITED TO SHAKE DOWNS, SILT FENCE ETC
6. DOWEL BARS ARE TO BE IN ACCORDANCE WITH EROSION AND SEDIMENT CONTROL PLAN.
15. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS q. OFF MAINTENANCE
6.1. FOR 100MM THICK SLAB, 12MM Ø OF LENGTH 300MM AND SPACED AT 17. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS OR
AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O. 400MM CENTRES r. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER
RETAINING WALLS (TEMPORARY OR PERMANENT) AS PER RELEVANT
16. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING 6.2. FOR 125MM THICK SLAB, 16MM Ø OF LENGTH 350MM AND SPACED AT AUSTRALIAN STANDARDS AND LEGISLATION. DEVELOPMENT APPROVAL)
PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT 300MM CENTRES 18. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON UNPAVED s. ANY OTHER INSPECTION AS REQUIRED BY UNITY WATER AND WHERE
OF ANY WORKS ON SITE. 6.3. FOR 150MM THICK SLAB, 20MM Ø OF LENGTH 400MM AND SPACED AT ROADS, ACCESS TRACKS AND STOCKPILES AT A SUFFICIENT LEVEL TO RELEVANT TO THEIR CERTIFICATION SCHEME
17. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS IDENTIFIED 300MM CENTRES SUPPRESS DUST GENERATION. ADDITIONALLY CONTRACTORS ARE TO COVER
IN THE APPROVED VEGETATION MANAGEMENT PLAN. CONTRACTOR TO OR ENCLOSE STOCKPILES WHERE REASONABLY PRACTICAL TO RESTRICT
ENSURE ALL TREE ROOTS AND STUMPS ARE COMPLETELY REMOVED AND EARTHWORKS NOTES DUST MOVEMENT.
BACKFILLED TO LEVEL 1 SUPERVISION. CONTRACTOR TO ALLOW TO MULCH 19. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS
1. FOR DETAILED GEOTECHNICAL INFORMATION, REFER GEOTECHNICAL DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN
ALL CLEARED VEGETATION AND STOCKPILE ON SITE OR REMOVE FROM SITE
INVESTIGATION REPORT BY GEOTECHNICAL ENGINEER. IT IS RECOMMENDED
AS DIRECTED.
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
3 DELORME STREET, NOOSA HEADS
CAPITAL PRUDENTIAL TITLE: STATUS:
GENERAL NOTES FOR APPROVAL
© ABN 89 647 469 707
3 DELORME STREET, NOOSA HEADS JARO BAULEKA NOT FOR CONSTRUCTION
75 NOOSA DRIVE RPEQ: 2693
01 28/08/222 ISSUED FOR APPROVAL MVP JAC JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
AS INDICATED DATE: 26/08/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
002 20220198 A1 01
Page 16
W
NOTES
N
W
1. FOR GENERAL NOTES REFER DWG 002, WHICH IS TO BE
REQUESTED AND VIEWED PRIOR TO COMMENCEMENT OF
CONSTRUCTION IF NOT SUPPLIED.
2. THE CONTRACTOR WILL MAKE HIMSELF FULLY AWARE OF THE
W
EXISTING FEATURES OF THIS SITE AND ENSURE ANY ADDITIONAL
WORKS NOT SHOWN ON THIS PLAN ARE INCLUDED IN THE
CONTRACT.
W
3. LOCATION AND DEPTH OF EXISTING SERVICES BASED ON SURVEY,
DBYD AND COUNCIL RECORDS. IT IS THE CONTRACTORS
EXISTING ELECTRICAL CONNECTION RESPONSIBILITY TO CONFIRM ACTUAL LOCATION AND DEPTH
TO BE REMOVED. REMOVAL AND
W
PRIOR TO CARRYING OUT ANY EXCAVATION OR TRENCHING
REPLACEMENT TO BE ARRANGED
WORKS.
BY SITE SUPERINTENDANT EXISTING TREES TO BE 4. CONTRACTOR TO LOCATE AND PROTECT ALL EXISTING SERVICES
REMOVED, MULCHED AND ON SITE PRIOR TO COMMENCEMENT OF WORKS.
W
DISPOSED OF OFF-SITE
T
5. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR TO
ANY DEMOLITION WORKS COMMENCING ON SITE.
EXISTING WALLS, BUILDING, 6. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE CLEARED,
W
DECK, AND PAVED AREAS
T
MULCHED AND REMOVED FROM SITE IN ACCORDANCE WITH
22 . 00 TO BE DEMOLISHED AND APPROVED VEGETATION CLEARING PLAN (BY OTHERS) OR IF
T/D0.25H15
22 . 00 REMOVED FROM SITE SCHEDULED STOCKPILE FOR USE BY LANDSCAPER.
T/D0.25H15
W
7. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES ON SITE AND
T
MAKE SUITABLE ARRANGEMENTS TO HAVE DISCONNECTED PRIOR
TPIT
EXISTING SEWER
EP
TO DEMOLITION WORKS BEGINNING.
SERVICE TO BE 8. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED
W
DISCONNECTED AND
T
ON THIS DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND
T/D0.3H20
CAPPED OFF DURING
T/D0.4H10
RECEIVE WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
CONSTRUCTION
9. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR
W
T
ADJOINING PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR
S
TO COMMENCEMENT OF ANY WORKS ON SITE.
10. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING
T/D0.5H20
W
STRUCTURES, ROADS AND SERVICES WITHIN LIMIT OF WORKS AND
T
S
REMOVE FROM SITE U.N.O.
11. WHERE NECESSARY, CONTRACTOR SHALL OBTAIN ALL
23 . 00
NECESSARY APPROVALS TO CARRY OUT SERVICES RELOCATION
W
T/D0.25H15
T
S
OR ALTERATIONS.
00
23 .
T/D0.3H20
W
S
T
W
S
T
W
S
T
W
S
T
24 . 00
T/D0.5H20
T/D0.5H20
00
W
24 .
S
T
WM
NIC
24
W
S
T
FH
W
S
T
WM
EXISTING WATER SERVICE
TO BE DISCONNECTED AND
CAPPED OFF DURING
W
CONSTRUCTION
S
T
25 . 00
5 . 00 EXISTING TREES TO BE
REMOVED, MULCHED AND
2
W
DISPOSED OF OFF-SITE
S
T
EXISTING DRIVEWAY TO
BE DEMOLISHED AND
REMOVED FROM SITE
W
S
T
W
S
T
W
S
T
W
S
T
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
3 DELORME STREET, NOOSA HEADS
W
S
CAPITAL PRUDENTIAL TITLE: STATUS:
T
EXISTING FEATURES FOR APPROVAL
3 DELORME STREET, NOOSA HEADS NOT FOR CONSTRUCTION
© ABN 89 647 469 707 JARO BAULEKA AND DEMOLITION PLAN
RPEQ: 2693
S
T
75 NOOSA DRIVE
01 28/08/222 ISSUED FOR APPROVAL MVP JAC JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:100 DATE: 26/08/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK S
003 20220198 A1 01
T
Page 17
W
NOTES
N
W
1. FOR GENERAL NOTES REFER DWG 002, WHICH IS TO BE
REQUESTED AND VIEWED PRIOR TO COMMENCEMENT OF
CONSTRUCTION IF NOT SUPPLIED.
W
W
W W
PROVIDE 1.5m WIDE CONCRETE
T
FOOTPATH FOR LENGTH OF
STREET FRONTAGE. REFER
NSC STD DWG RS-065. NEW CONNECTION
W
TO EXISTING
T
SEWER SERVICE
W
T
+22.60
+22.60
+22.30 +22.60
+22.80 +22.90 +22.90
W
T
+22.70
+23.00
W
+23.00
T
S
W
T
S
PROPOSED RESIDENTIAL +23.26
W
+22.98 +23.00
DRIVEWAY CROSSOVER
T
S
+23.26 +22.98
IN ACCORDANCE WITH
IPWEA RS-049 & 050 +23.00
W
S
T
+23.37 +23.68 +24.00
+23.83 +23.98
+24.00
W
S
T
+23.82
+23.70
W
S
T
+24.00
W
S
T
+24.00
W
+23.90
S
+23.90
T
+24.36
+23.90
W
S
T
NEW CONNECTION
W
S
T
TO EXISTING
WATER SUPPLY
W
S
T
W
S
T
W
S
T
W
S
T
W
S
T
W
S
T
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
3 DELORME STREET, NOOSA HEADS
W
S
CAPITAL PRUDENTIAL TITLE: STATUS:
T
PROPOSED LAYOUT FOR APPROVAL
© ABN 89 647 469 707
3 DELORME STREET, NOOSA HEADS JARO BAULEKA NOT FOR CONSTRUCTION
RPEQ: 2693
S
T
75 NOOSA DRIVE
01 28/08/222 ISSUED FOR APPROVAL MVP JAC JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:100 DATE: 26/08/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK S
010 20220198 A1 01
T
Page 18
NOTES
N
1. FOR GENERAL NOTES REFER DWG 002, WHICH IS TO BE
REQUESTED AND VIEWED PRIOR TO COMMENCEMENT OF
CONSTRUCTION IF NOT SUPPLIED.
GRADE TO MATCH EXISTING
BOUNDARY LEVELS
GRADE TO MATCH EXISTING
BOUNDARY LEVELS
+22.60
+22.60
+22.30 +22.60
+22.80 +22.90 +22.90
+22.70
+23.00
+23.00
+23.26
+22.98 +23.00
+23.26 +22.98
+23.00
+23.37 +23.68 +24.00
+23.83 +23.98
+24.00
+23.82
+23.70
+24.00
+24.00
+23.90
+24.36 +23.90
+23.90
LEGEND
CUT
FILL
EARTHWORKS VOLUMES
EARTHWORKS VOLUMES FROM
EXISTING SURFACE TO DESIGN
SURFACE
CUT = 121m³
FILL = 76m³
BALANCE = 45m³
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
3 DELORME STREET, NOOSA HEADS
CAPITAL PRUDENTIAL TITLE: STATUS:
EARTHWORKS PLAN FOR APPROVAL
© ABN 89 647 469 707
3 DELORME STREET, NOOSA HEADS JARO BAULEKA NOT FOR CONSTRUCTION
75 NOOSA DRIVE RPEQ: 2693
01 28/08/222 ISSUED FOR APPROVAL MVP JAC JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:100 DATE: 26/08/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
020 20220198 A1 01
Page 19
SEDIMENT RELEASE GUIDELINES ENVIRONMENTAL OUTCOME BY PROVIDING STORAGE 2. SEDIMENT AND EROSION CONTROL DETAILS SHOWN ARE SILT CONTROL APPLICATIONS.
FOR THE CAPTURE AND TREATMENT OF RUN-OFF MINIMUM REQUIREMENTS. IT IS THE CONTRACTORS 6. THE BULK EARTHWORKS AND SEDIMENT CONTROL LAYOUT
SEDIMENT AND EROSION CONTROL: FROM THE IMMINENT RAINFALL AND RUN-OFF. RESPONSIBILITY TO INSTALL ADDITIONAL CONTROL PLAN SHALL BE READ IN CONJUNCTION WITH THE
CONTRACTOR TO ALLOW FOR PROVISION OF ALL 1. ALL RELEASES OF STORMWATER CAPTURED ONSITE,
UNLESS OTHERWISE NOTED IN THIS STANDARD, MUST NOT 2.3. ALL REASONABLE AND PRACTICABLE STEPS HAVE MEASURES AS DEEMED NECESSARY THROUGHOUT APPROVED DRAWINGS.
REQUIRED SEDIMENT AND EROSION CONTROL
EXCEED THE FOLLOWING LIMITS: BEEN TAKEN TO TREAT THE WATER WITHIN CONSTRUCTION. 7. PRIOR TO COMMENCEMENT OF CONSTRUCTION APPROVAL
DEVICES IN ACCORDANCE WITH IECA AND COUNCIL
1.1. 50mg/L OF TOTAL SUSPENDED SOLIDS (TSS) AS A BEST-PRACTICE TIME FRAMES; 3. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN ALL IS TO BE OBTAINED FROM THE SUPERINTENDENT FOR THE
POLICIES AND GUIDELINES
MAXIMUM CONCENTRATION; 2.4. FLOCCULENT HAS BEEN APPROPRIATELY APPLIED AND SEDIMENT CONTROL DEVICES IN A FUNCTIONAL ORDER LOCATION OF THE SITE ACCESS POINT AND WASH DOWN
1.2. TURBIDITY (NTU) VALUE LESS THAN 10% ABOVE THE CONCENTRATION OF TSS IN THE CAPTURED AND REPLACE ALL BLOCKED SEDIMENT DEVICES AS AREA WHICH ARE TO BE MAINTAINED THROUGHOUT THE
LEGEND BACKGROUND; WATER HAS ALREADY SIGNIFICANTLY DECREASED. REQUIRED UNTIL SUCCESSFUL OFF MAINTENANCE OF CONSTRUCTION PERIOD.
1.3. pH VALUE MUST BE IN THE RANGE 6.5 TO 8.5 EXCEPT 3. FOR ALL OTHER STORMWATER RELEASES, FLOWS AND WORKS. 8. IF SEDIMENT AND EROSION CONTROL DEVICES HAVE BEEN
TURF STRIP DISCHARGES FROM THE SITE, THE RELEASE LIMIT 4. CONSTRUCTION OF ALL SEDIMENT MANAGEMENT DEVICES FOUND TO BE DIFFERENT OR FAILED IN SERVICE,
WHERE, AND TO THE EXTENT THAT, THE NATURAL
SEDIMENT FENCE RECEIVING WATERS LIE OUTSIDE THIS RANGE. PRESCRIBED IN (1a) ABOVE MUST NOT BE EXCEEDED TO THE SATISFACTION OF THE SUPERINTENDENT. SHALL BE CORRECTIVE ACTION IS TO BE UNDERTAKEN IMMEDIATELY
W
2. THE CONCENTRATION OF TSS RELEASED BY DEWATERING UNLESS THE DEVELOPMENT IS IN FULL COMPLIANCE WITH COMPLETED AND EFFECTIVE PRIOR TO: WHICH MAY INCLUDE AMENDMENTS' ADDITIONS TO THE
KERB INLET FILTER MAY ONLY EXCEED 50mg/L WHERE IT CAN BE THIS STANDARD. a. STRIPPING OF TOPSOIL AND GRASS. ORIGINAL APPROVED EROSION CONTROL PLANS. SUCH
DEMONSTRATED AND SUPPORTED THROUGH b. BULK EARTHWORKS TO THE SITE. AMENDMENTS ARE TO BE APPROVED BY SUPERINTENDENT,
W
DOCUMENTATION THAT: SEDIMENT CONTROL c. SERVICES INSTALLATION. IF DEEMED NECESSARY AND RELEVANT.
CONSTRUCTION ENTRY 2.1. FURTHER SIGNIFICANT RAINFALL IS FORECAST TO d. PAVEMENT CONSTRUCTION 9. OVERALL
1. ALL SEDIMENT AND EROSION CONTROL MEASURES TO BE IN 5. ALL SEDIMENT MANAGEMENT MEASURES ARE TO REMAIN IN a. TEMPORARY DRAINAGE CONTROL FLOWS SHOULD BE
OCCUR BEFORE THE TSS CONCENTRATION IS LIKELY
ACCORDANCE WITH INTERNATIONAL EROSION CONTROL PLACE UNTIL INSTRUCTION IS RECEIVED IN WRITING FROM DIVERTED AROUND THE WORK SITE WHERE POSSIBLE.
CATCH DRAIN TO BE REDUCED TO 50mg/L;
ASSOCIATION (IECA) AUSTRALIA GUIDELINES AND THE THE SUPERINTENDENT TO REMOVE ALL OR PART OF THE b. ALL DRAINAGE, EROSION AND SEDIMENT CONTROLS TO
W
2.2. RELEASING A HIGHER CONCENTRATION OF TOTAL
SPECIFICATIONS. BE INSTALLED AND BE OPERATIONAL BEFORE
SUSPENDED SOLIDS WILL RESULT IN A BETTER
COMMENCING UP-SLOPE EARTHWORKS.
c. IN AREAS WHERE RUNOFF TURBIDITY IS TO BE
W
CONTROLLED, EXPOSED SURFACES TO BE EITHER
MULCHED, COVERED WITH EROSION CONTROL
BLANKETS OR TURFED IF EARTHWORKS ARE EXPECTED
TO BE DELAYED FOR MORE THAN 14 DAYS.
N
W
SEDIMENT FENCE
10. FOR SEDIMENT FENCE STANDARD DETAIL AND
SPECIFICATION REFER TO INTERNATIONAL EROSION
W
CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
PRACTICES STANDARD DRAWINGS SF-01 AND SF-02
SEDIMENT FENCE.
W
TEMPORARY CONSTRUCTION ENTRY/EXIT
PROVIDE FABRIC WRAP INLET 11. FOR CONSTRUCTION ENTRY / EXIT STANDARD DETAIL AND
PROTECTION TO PITS DURING SPECIFICATION REFER TO INTERNATIONAL EROSION
W
CONSTRUCTION WORKS AS CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
PER NSC STD DWG ESC-02 PRACTICES STANDARD DRAWINGS EXIT-01 AND EXIT-02
CONSTRUCTION EXIT - ROCK PAD (CONSTRUCTION SITES
ONLY), EXIT-03 - ROCK PADS FOR BUILDING SITES AND
W
PROVIDE SEDIMENT FENCE EXIT-04 AND EXIT-05 CONSTRUCTION EXIT - VIBRATION GRID.
T
TO DOWNSTREAM
PROVIDE 600MM WIDE GRASS FILTER BOUNDARY AS PER NSC KERB INLET
STRIP BEHIND KERB DOWNSTREAM OF STD DWG ESC-04 & ESC-05 12. FOR KERB INLET STANDARD DETAIL AND SPECIFICATION
W
T
DISTURBED EARTH IN VERGE REFER TO INTERNATIONAL EROSION CONTROL
22 . 00 PROVIDE CONSTRUCTION ASSOCIATION AUSTRALASIA (IECA) BEST PRACTICES
22 . 00 SHAKEDOWN ENTRY AS STANDARD DRAWING ESC-03 KERB INLET SEDIMENT TRAPS
W
PER NSC STD DWG ESC-01 // //
T
+22.60 REVEGETATION
// //
+22.60
// //
+22.60 13. FOR REVEGETATION STANDARD SPECIFICATION REFER TO
//
+22.30 // //
+22.80 +22.90 +22.90 INTERNATIONAL EROSION CONTROL ASSOCIATION
W
SW SW SW AUSTRALASIA (IECA) BEST PRACTICES STANDARD DRAWING
T
SW SW SW
SW SW R-01 REVEGETATION GENERAL.
+22.70
//
+23.00
FIELD INLET
W
+23.00 14. FOR FIELD INLET STANDARD DETAIL AND SPECIFICATION
T
S
REFER TO INTERNATIONAL EROSION CONTROL
ASSOCIATION AUSTRALASIA (IECA) BEST PRACTICES
STANDARD DRAWING ESC-02 GRATED STORMWATER (FIELD)
W
INLET SEDIMENT TRAP.
T
S
OPERATION AND MAINTENANCE
//
+23.26
23 . 00 15. IN ACCORDANCE WITH NC ESC GUIDELINES, ALL ESC
W
+22.98 +23.00
T
S
MEASURES SHALL BE INSPECTED:
00
+23.26 +22.98 23 .
· AT LEAST DAILY (WHEN WORK IS OCCURRING ON SITE)
+23.00 OR WEEKLY (WHEN WORK IS NOT OCCURRING ON SITE)
· WITHIN 24 HOURS OF EXPECTED RAIN; AND
W
S
T
+23.37 +23.68 +24.00 · WITHIN 18 HOURS OF A RAINFALL EVENT (I.E. AN EVENT
+23.98 OF SUFFICIENT INTENSITY AND DURATION TO MOBILISE
+23.83
SEDIMENT ON SITE).
//
+24.00
W
17. IN ACCORDANCE WITH NC ESC GUIDELINES, MAINTENANCE
S
T
+23.82
OF ESC MEASURES SHALL OCCUR IN ACCORDANCE WITH
+23.70 THE FOLLOWING TABLE:
W
SW
S
T
+24.00
SW
MAINTENANCE SCHEDULE
//
TIMEFRAME FOR COMPLETION
SW ESC MEASURES MAINTENANCE TRIGGER
W
OF MAINTENANCE
S
T
24 . 00
SEDIMENT BASISIN WHEN SETTLED SEDIMENT EXCEEDS THE WITHIN 7 DAYS OF THE
+24.00
SW VOLUME OF THE SEDIMENT STORAGE INSPECTION
ZONE (SEE COUNCIL'S SEDIMENT BASIN
DESIGN GUIDELINES
SW 00
W
+23.90 24 . REPORTING
S
OTHER ESC MEASURES THE CAPACITY OF ESC MEASURES IS BY THE END OF THE DAY
+23.90
T
+24.36 EXCEEDED
SW SW
18. CONTRACTOR IS TO PROVIDE AN UPDATED PROGRAM OF
SW
+23.90 ESC MAINTENANCE AND CONTROL OF ALL STAGES OF
WORK FOR APPROVAL BY THE SUPERINTENDENT.
W
S
T
CLIENT DETAILS: PROJECT NAME:
W
PROJECT ADDRESS: APPROVED BY:
S
T
3 DELORME STREET, NOOSA HEADS
CAPITAL PRUDENTIAL TITLE: STATUS:
EROSION SEDIMENT FOR APPROVAL
W
S
T
3 DELORME STREET, NOOSA HEADS NOT FOR CONSTRUCTION
© ABN 89 647 469 707 JARO BAULEKA CONTROL PLAN
75 NOOSA DRIVE RPEQ: 2693
01 28/08/222 ISSUED FOR APPROVAL MVP JAC JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
W
S
REV DATE DESCRIPTION DWN CHK APP
1:100 DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
T
+61 7 5211 1003
DATE: 26/08/22 SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
030 20220198 A1 01
W
S
Page 20
1 METER MAX. STAR PICKETS
PROVIDE WASH WATER FOR DROP INLET
TIMBER SLEEPER OR METAL WITH GRATE
TRUCKS EXITING SITE
GRID 100mm HIGH AND WIRE OR STEEL MESH
SPACED AT 300mm CTS MIN LEN (14 GAUGE x 150mm WRAP FILTER
500 - 600mm
GTH 10m
BERM 300 HIGH MIN OPENINGS) WHERE GEOTEXTILE CLOTH OVER GRATE
CONSTRUCTION SITE IS NOT SELF-SUPPORTING
WOVEN GEOTEXTILE 1.5m STAR
EXISTING ROADWAY PICKETS
AT MAX. 2.5m CENTRES
GEOTEXTILE FABRIC STAR PICKET SELF-SUPPORTING
FITTED WITH GEOTEXTILE
50-75mm GRAVEL BED SAFETY CAP OW
MIN 200mm THICK DIRECTION OF FL
RUNOFF FROM PAD DIRECTED SANDBAGS WOVEN GEOTEXTILE
TO SEDIMENT TRAP
RUNOFF WRAP FILTER
RUNOFF ON SOIL, 150mm x 100mm
TEMPORARY CONSTRUCTION VEHICLE EXIT WATER WITH CLOTH OVER GRATE
FLOW
WATER WITH TRENCH WITH
SCALE: N.T.S. WATERWAY SEDIMENT
SEDIMENT COMPACTED BACKFILL
AND ON ROCK, SET INTO
EXCAVATION SURFACE CONCRETE
SECTION DETAIL
600mm MIN.
FILTERED FILTERED
WATER WATER
GEOTEXTILE
EARTH BANK EMBEDDED 150mm
INTO GROUND 20m MAX.
MIN. 1.5m
FOR DROP INLETS AT NON-SAG POINTS, GEOTEXTILE INLET FILTER TYPE B FLOW
SANDBAGS, EARTH BANK OR EXCAVATION SCALE N.T.S
USED TO CREATE ARTIFICIAL SAG POINT STAR PICKETS AT
MAX. 2.5m SPACINGS
GEOTEXTILE INLET FILTER CONSTRUCTION NOTES: TYPICAL
1. FABRICATE A SEDIMENT BARRIER MADE FROM GEOTEXTILE OR STRAW BALES.
2. PICKET SPACING TO BE A MAXIMUM 1.0m CENTRES. PLAN
3. IN WATERWAYS, ARTIFICIAL SAG POINTS CAN BE CREATED WITH SANDBAGS
OR EARTH BANKS AS SHOWN IN THE DRAWING.
4. DO NOT COVER THE INLET WITH GEOTEXTILES UNLESS THE DESIGN IS
DISTURBED DIRECTION 1.5m STAR PICKETS
ADEQUATE TO ALLOW FOR ALL WATERS TO BYPASS IT.
AREA OF FLOW AT MAX. 2.5m
GEOTEXTILE INLET FILTER A CENTRES
SCALE N.T.S
TIMBER SPACER KERB-SIDE
TO SUIT INLET
UNDISTURBED
AREAS
GRAVEL-FILLED WIRE
MESH OR GEOTEXTILE
"SAUSAGE"
OVERFLOW TIMBER SPACER
RUNOFF GRADIENT OF
WATER WITH TO SUIT CAN BE CONSTRUCTED ALL BATTER
DRAIN 1% TO 5%
SEDIMENT WITH OR WITHOUT GRADES 2(H):1(V)
CHANNEL SEDIMENT FENCE CONSTRUCTION NOTES:
MAX. STABILISE STOCKPILE SURFACE
DIRECTION O 1. CONSTRUCT SEDIMENT FENCES AS CLOSE AS POSSIBLE TO BEING PARALLEL
F FLOW EARTH BANK 2:1 TO THE CONTOURS OF THE SITE, BUT WITH SMALL RETURNS AS SHOWN IN THE
SEDIMENT A X.) SLO DRAWING TO LIMIT THE CATCHMENT AREA OF ANY ONE SECTION. THE
300mm MIN.
E (M PE
FLOW LOP (MA CATCHMENT AREA SHOULD BE SMALL ENOUGH TO LIMIT WATER FLOW IF
GRAVEL-FILLED WIRE FILTERED WATER 2:1 S X.)
CONCENTRATED AT ONE POINT TO 50 LITRES PER SECOND IN THE DESIGN
MESH OR GEOTEXTILE STORM EVENT, USUALLY THE 10-YEAR EVENT.
2m MIN
"SAUSAGE"
150mm MIN
MESH & GRAVEL INLET FILTER CONSTRUCTION NOTES: NOTE: ONLY TO BE USED AS TEMPORARY SEDIMENT FENCE 2. CUT A 150mm DEEP TRENCH ALONG THE UPSLOPE LINE OF THE FENCE FOR
1. INSTALL FILTERS TO KERB INLETS ONLY AT SAG POINTS. BANK WHERE MAXIMUM UPSLOPE LENGTH THE BOTTOM OF THE FABRIC TO BE ENTRENCHED.
IS 80 METRES.
STOCKPILE CONSTRUCTION NOTES: 3. DRIVE 1.5m LONG STAR PICKETS INTO GROUND AT 2.5m INTERVALS (MAX.) AT
2. FABRICATE A SLEEVE MADE FROM GEOTEXTILE OR WIRE MESH LONGER THAN DIVERSION DRAIN CONSTRUCTION NOTES:
THE LENGTH OF THE INLET PIT AND FILL IT WITH 25mm TO 50mm GRAVEL. 1. PLACE STOCKPILES MORE THAN 2 (PREFERABLY 5) METRES FROM EXISTING THE DOWNSLOPE EDGE OF THE TRENCH. ENSURE ANY STAR PICKETS ARE
1. BUILD WITH GRADIENTS BETWEEN 1% AND 5%.
VEGETATION, CONCENTRATED WATER FLOW, ROADS AND HAZARD AREAS. FITTED WITH SAFETY CAPS.
3. FORM AN ELLIPTICAL CROSS-SECTION ABOUT 150mm HIGH x 400mm WIDE. 2. AVOID REMOVING TREES AND SHRUBS IF POSSIBLE - WORK AROUND THEM.
2. CONSTRUCT ON THE CONTOUR AS LOW, FLAT, ELONGATED MOUNDS. 4. FIX SELF-SUPPORTING GEOTEXTILE TO THE UPSLOPE SIDE OF THE POSTS
4. PLACE THE FILTER AT THE OPENING LEAVING AT LEAST A 100mm SPACE ENSURING IT GOES TO THE BASE OF THE TRENCH. FIX THE GEOTEXTILE WITH
3. ENSURE THE STRUCTURES ARE FREE OF PROJECTIONS OR OTHER
BETWEEN IT AND THE KERB INLET. MAINTAIN THE OPENING WITH SPACER 3. WHERE THERE IS SUFFICIENT AREA, TOPSOIL STOCKPILES SHALL BE LESS WIRE TIES OR AS RECOMMENDED BY THE MANUFACTURER. ONLY USE
IRREGULARITIES THAT COULD IMPEDE WATER FLOW.
BLOCKS. THAN 2 METRES IN HEIGHT. GEOTEXTILE SPECIFICALLY PRODUCED FOR SEDIMENT FENCING. THE USE OF
4. BUILD THE DRAINS WITH CIRCULAR, PARABOLIC OR TRAPEZOIDAL SHADE CLOTH FOR THIS PURPOSE IS NOT SATISFACTORY.
5. FORM A SEAL WITH THE KERB TO PREVENT SEDIMENT BYPASSING THE FILTER. 4. WHERE THEY ARE TO BE PLACE FOR MORE THAN 10 DAYS, STABILISE
CROSS-SECTIONS, NOT "V" SHAPED.
FOLLOWING THE APPROVED ESCP OR SWMP TO REDUCE THE C-FACTOR TO 5. JOIN SECTIONS OF FABRIC AT A SUPPORT POST WITH A 150mm OVERLAP.
6. SANDBAGS FILLED WITH GRAVEL CAN SUBSTITUTE FOR THE MESH OR LESS THAN 0.10.
5. ENSURE BANKS ARE PROPERLY COMPACTED TO PREVENT FAILURE.
GEOTEXTILE PROVIDING THEY ARE PLACED SO THAT THEY CAN FIRMLY ABUT 6. BACKFILL THE TRENCH OVER THE BASE OF THE FABRIC AND COMPACT IT
EACH OTHER AND SEDIMENT-LADEN WATERS CANNOT PASS BETWEEN. 5. CONSTRUCT EARTH BANKS ON THE UPSLOPE SIDE TO DIVERT WATER AROUND THOROUGHLY OVER THE GEOTEXTILE.
6. COMPLETE PERMANENT OR TEMPORARY STABILISATION WITHIN 10 DAYS OF
STOCKPILES AND SEDIMENT FENCES 1 TO 2 METRES DOWNSLOPE.
CONSTRUCTION.
MESH & GRAVEL INLET FILTER DIVERSION DRAIN STOCKPILES SEDIMENT FENCE
SCALE N.T.S SCALE N.T.S SCALE N.T.S SCALE: N.T.S.
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
3 DELORME STREET, NOOSA HEADS
CAPITAL PRUDENTIAL TITLE: STATUS:
EROSION SEDIMENT FOR APPROVAL
3 DELORME STREET, NOOSA HEADS NOT FOR CONSTRUCTION
© ABN 89 647 469 707 JARO BAULEKA CONTROL DETAILS
75 NOOSA DRIVE RPEQ: 2693
01 28/08/222 ISSUED FOR APPROVAL MVP JAC JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
AS INDICATED DATE: 26/08/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
031 20220198 A1 01
Page 21
W
DRAINAGE NOTES
N
W
1. REFER HYDRAULIC DRAWINGS FOR BUILDING DRAINAGE DETAILS.
2. ALL ROADWORKS AND DRAINAGE (EXTERNAL TO SITE BOUNDARIES AND/OR
COUNCIL OWNED DRAINAGE PIPES INTERNAL TO THE SITE BOUNDARIES)
CONSTRUCTION AND TESTING TO BE IN ACCORDANCE WITH NOOSA SHIRE COUNCIL
W
DEVELOPMENT GUIDELINES, DRAWINGS AND SPECIFICATIONS.
3. ALL DRAINAGE CONSTRUCTION (PRIVATELY OWNED DRAINAGE LINES INTERNAL TO
THE SITE BOUNDARIES) CONSTRUCTED AND TESTED TO BE IN ACCORDANCE WITH
RELEVANT AUSTRALIAN STANDARDS.
W
4. ALL STORMWATER DRAINAGE PIPES INTERNAL TO SITE SHALL BE: Ø225 RRJ RCP OR
APPROVED EQUIVALENT.
7. ALL STORMWATER PIPES ARE TO BE MANUFACTURED TO RELEVANT AUSTRALIAN
PROVIDE NEW KERB ADAPTOR OUTLET AS STANDARDS INCLUDING BUT NOT LIMITED TO AS4058 AND AS1992.
W
PER NSC STD DWG RS-081, CONNECT PROVIDE NEW 450x450 FIELD INLET PIT 8. STORMWATER DRAINAGE AND STRUCTURES HAVE BEEN DESIGNED FOR
STORMWATER AND MAKE GOOD. FOR TANK OVERFLOW CONNECTION TO OPERATIONAL LOADS ONLY. CONTRACTOR TO CONSIDER CONSTRUCTION
HYDRAULIC ENGINEERS SPECIFICATIONS LOADINGS AND ENSURE NO EXCESSIVE LOADS ARE PLACED ON STORMWATER
SL: 23.90 DRAINAGE OR STRUCTURES.
W
T
100mm uPVC SN10 SW PIPE IL: 22.48 PROPOSED 3000L ATTENUATION TANK. 9. CONTRACTOR TO CONFIRM LOCATION AND LEVEL OF EXISTING STORMWATER
LENGTH: 19.2m CONNECTION TO ROOF DRAINAGE AND DRAINAGE WHERE CONNECTING ON TO EXISTING.
GRADE: 1% 10. CONTRACTOR TO NOTIFY THE SUPERINTENDENT OF ANY UNSUITABLE FOUNDING
STORMWATER OUTLET TO HYDRAULIC
W
USIL: 22.48 MATERIAL WITHIN DRAINAGE TRENCH OR STORMWATER STRUCTURES AND AWAIT
T
ENGINEERS SPECIFICATION.
DSIL: 22.28 DIRECTION PRIOR TO LAYING OF PIPES.
11. ALL STORMWATER GRATES/LIDS WITHIN TRAFFICABLE AREAS TO BE CLASS "D" IN
ACCORDANCE WITH AS3996.
W
12. ALL GRATES AND LIDS SHALL SIT FLAT WITH ITS SURROUND AND NOT BE LOOSE OR
T
+22.60
+22.60 MOVE UNDER WHEEL LOADS.
+22.30 +22.60
+22.80 +22.90
13. ALL STORMWATER STRUCTURES TO BE CONSTRUCTED IN ACCORDANCE WITH
+22.90
PROJECT SPECIFICATION, AND LOCAL AUTHORITY GUIDELINES AND
W
SW SW
SW SPECIFICATIONS. WHERE STRUCTURES EXCEED MAXIMUM DEPTH AS IDENTIFIED
T
SW SW SW
SW SW
+22.70 WITHIN STANDARD DRAWINGS THE CONTRACTOR WILL ENSURE AN ADEQUATE
+23.00 STRUCTURAL DESIGN IS UNDERTAKEN FOR THE SUBJECT STRUCTURE TO BE
CONSTRUCTED TO.
W
+23.00
T
14. CONTRACTOR TO ENSURE ALL MANHOLE STRUCTURES COMPLY WITH THE
S
MAXIMUM DEPTH SPECIFIED IN THE PROJECT SPECIFICATION OR LOCAL
AUTHORITY FROM FINISHED SURFACE LEVEL TO UNDERSIDE OF ROOF SLAB. ANY
NON CONFORMANCE IS TO BE RECTIFIED AT THE CONTRACTORS EXPENSE.
W
T
S
15. ALL FOOTPATHS TO BE CONSTRUCTED IN ACCORDANCE WITH
ARCHITECTURAL/LANDSCAPING DRAWINGS AND RELEVANT AUTHORITY STANDARD
+23.26
DRAWINGS AND SPECIFICATIONS. FOOTPATHS TO BE CONSTRUCTED WITH
MAXIMUM 2.5% CROSSFALL. SHOULD CONSTRUCTED FOOTPATHS EXCEED 2.5%
W
+22.98 +23.00
T
S
+23.26 +22.98 CROSSFALL, THE CONTRACTOR WILL BE REQUIRED TO RECTIFY BY REMOVING AND
REPLACING AT THEIR COST.
+23.00 16. CONCRETE FOOTPATH TO BE 100mm THICK N32 WITH SL72 MESH IN ACCORDANCE
W
WITH NSC STD DWG RS-065, AS1679 AND AS3600 UNO
S
T
+23.37 +23.68 +24.00 17. THE CONTRACTOR IS TO CONFIRM THE LOCATION AND DEPTH OF ALL SERVICE
+23.98 CONDUITS IN VERGE PRIOR TO COMMENCING WORKS. THE SUPERINTENDANT IS TO
+23.83
+24.00 BE NOTIFIED OF ANY CONFLICTS WITH WORKS IDENTIFIED IN THESE PLANS
W
IMMEDIATELY.
S
T
+23.82
18. ALL TRENCH EXCAVATION AND CONSTRUCTION SHALL COMPLY WITH THE
+23.70 REQUIREMENTS OF THE QUEENSLAND WORKPLACE HEALTH AND SAFETY ACT 2011.
19. REMOVE ANY REDUNDANT DRAINAGE OUTLETS FROM THE KERB AND CHANNEL
W
SW
S
INCLUDING ANY ASSOCIATED PIPEWORK ACROSS THE FOOTWAY AND REINSTATE
T
+24.00 THE KERB AND CHANNEL AND THE FOOTWAY AREA IN ACCORDANCE WITH COUNCIL
SW
GUIDELINES.
SW 20. ROADBASE MATERIAL SHOULD BE PLACED IN LAYERS AT LEAST 75 MM THICK BUT
W
S
T
+24.00
NOT EXCEEDING 150 MM IN THICKNESS, AND COMPACTED TO A MINIMUM DENSITY
SW OF 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED IN ACCORDANCE WITH
AUSTRALIAN STANDARD AS1289.6.2.
SW
21. CONTRACTOR TO UNDERTAKE ROADWORKS TESTING IN ACCORDANCE WITH
W
+23.90
S
+23.90
T
+24.36 NOOSA SHIRE COUNCIL GUIDELINES, DRAWINGS AND SPECIFICATIONS.
SW SW SW
+23.90 22. INTERNAL CONCRETE TO BE 125MM THICK (EXCLUDING FINISHED TREATMENTS) N32
IN ACCORDANCE WITH AS1379 AND AS3600. SL72 MESH MIN 50MM TOP COVER TO
W
AS1304. MIN 100MM BASE COURSE WHERE SUBGRADE CBR <=6. LOCATION AND
S
T
TYPE OF INTERNAL CONCRETE JOINTS TO CONFORM TO STRUCTURAL ENGINEERS
SPECIFICATION.
100mm uPVC SN10 SW PIPE
W
LENGTH: 21.4m
S
T
GRADE: 0.5%
USIL: 23.71
DSIL: 23.60 PROPOSED 3000L ATTENUATION TANK.
W
S
T
CONNECTION TO ROOF DRAINAGE AND
PROVIDE NEW 450x450 FIELD INLET PIT STORMWATER OUTLET TO HYDRAULIC
FOR TANK OVERFLOW CONNECTION TO ENGINEERS SPECIFICATION.
W
S
T
HYDRAULIC ENGINEERS SPECIFICATIONS
SL: 23.90
IL: 22.48
W
S
T
W
S
T
W
S
T
W
S
T
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
3 DELORME STREET, NOOSA HEADS
W
S
CAPITAL PRUDENTIAL TITLE: STATUS:
T
STORMWATER LAYOUT FOR APPROVAL
3 DELORME STREET, NOOSA HEADS NOT FOR CONSTRUCTION
© ABN 89 647 469 707 JARO BAULEKA PLAN
RPEQ: 2693
S
T
75 NOOSA DRIVE
01 28/08/222 ISSUED FOR APPROVAL MVP JAC JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:100 DATE: 26/08/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK S
040 20220198 A1 01
T
Page 22
Appendix B DRAINS Modelling Parameters and Results Project number 20220198 File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 14 of 15 Revision 1 P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 23
Site Catchment Areas for DRAINS Modelling
Project number: 20220198 Calculations: B. Parry
Street Address: 3 Delorme St
Locality: Noosa Heads, NSC Date: 19/08/2022
Existing Site
Existing Site Directly connected (m²) Indirectly connected (m²)
3 Delorme St Roof 224.5 224.5 -
Impervious Ground 19.5 - 19.5
Driveway 38.2 38.2 -
Total Imp 282.2 262.7 19.5
Total Per 550.2 - 550.2
Site Area 832.4 262.7 19.5
% impervious Effective DCIA = 75% DCIA ICIA +25% ineffective DCIA
197.0 85.2
Impervious 33.9% 23.7% 10.2%
Pervious 66.1%
Proposed Site
Proposed Directly connected (m²) Indirectly connected (m²)
3 Delorme St Roof 406.8 406.8 -
Impervious Ground 97.4 - 97.4
Driveway 100.0 100.0
Total Imp 604.2 506.8 97.4
Total Per 228.2 - 228.2
Site Area 832.4 506.8 325.6
% impervious Effective DCIA = 75% DCIA ICIA +25% ineffective DCIA
380.1 224.1
Impervious 72.6% 45.7% 26.9%
Pervious 27.4%
Page 24
BOM IFDs Frequent and Infrequent Storm Events
aMe
aS
Project number: 20220198 R E ¢
Street Address: 3 Delorme St
Locality: Noosa Heads, NSC Date: 19/08/2022
Source http://www-bom gov.au/ water/designRainfalls/revised-ifd/
Intensi
Location: Latitude 26.457 tw owe
Nearest Latitude 26.4625 (S) 2000 ,
Longitude 153.08 2000 |- legend | |
Nearest Longitude 153.1125 (E)
Date obtained: 29/03/2022
‘Annual Exceedance
Probability (AEP)
[Duration B.20% 50% 20% 10% 3% M% 1%
min 174) 196] 264 309 352 407 449)
2 min 17] 167] 230 274 317] 377] 423
3 min 138} 157] 215 255 294 347) 389)
amin 132] 19] 204 240 276 323 359)
5 min 126] 12] 193} 27 260 303 335
10min 103} ig] 156] 182] 206 27 260
15min 87.4 98.4 132] 154] 174) 200 219
20 min 763 86| 115] 134] 153} 176] 193}
25 min 68 76.7 103} 120} 137] 158} 174]
30 min 616 695 337 ii0] 125] 145} 160}
45 min 48.7 55.1 75 88.3 101] 1g} 131]
Lhour 409 46.4 636 753 867 102| 114]
15 hour 313 36.2 50.2 59.9 69.4 823 24
2hour 265 303 42.4 50.8 59.2 70.6 79.6
3 hour 205 Bo 33.4 404 473 56.9) 64.4
4.5 hour 15.9) 18.4 26.4 321 379 45.7 519
(6 hour B34 155 24 273 323 39.2 44.6 J
9 hour 10.4 122 178 213 25.9 314 35.8
I2hour 8.76 102 15.1 185 2| 26.8 30.6 .
18 hour 6.83 3 118 14.6 75 214 245 e
[24 hour 57 6.68 9:94 123 147 181 20.8
30 hour 494 5.79 8.63 107 123 15.8 18.2 : i : i
[36 hour 438 5.13 7.66 951 114 14.2 16.4 eats 23 6 m1 2 3 4567
48 hour 36 421 63 7.84 9.47) 13 137
72 hour 2.68 3.14 47] 5.87 72 8.94] 105| minutes I heirs. [avs
{96 hour 2.16 252 3.77) 472 5.74 7.24 85
120 hour 181 2.12 3.16 3.96 481 6.08 714 Duration
144 hour 1.57 1.83 273 3.41 4.14 5.23 6.14
16shour 138 L62 24 3 3.64) 458 5.36 ©Copyright Commonwealth of Australia 2016, Bureau of Meteorology (ABN 92 637 5:
Page 25
ARR Datahub Parameters Project number: 20220198 Street Address: 3 Delorme St Locality: Noosa Heads, NSC Date: 19/08/2022
Page 26
yu ynyy 120 (2.0) 180 (3.0) 360 (6.0) 720 (12.0) 1080 (18.0) 1440 (24.0) 2160 (36.0) 2880 (48.0) 4320 (72.0) Interim Climate Change Factors ROP 4.5 2030 0.868 (4.3%) 2040 1.087 (5.3%) 2050 1.272 (6.4%) 2060 1.488 (7.5%) 2070 1.676 (8.5%) 2080 1.810 (9.2%) 2090 1.862 (9.5%) (0.140) 19.1 (0.316) 21.9 (0.311) 216 (0.233) 20.4 (0.166) 13.3 (0.092) 39 (0.024) 24 (0.012) 0.0 (0.000) 00 (0.000) (0.158) (0.164) 215 23.4 (0.255) (0.228) 25.4 278 (0.254) (0.230) 474 644 (0.353) (0.393) a2 54.9 (0.228) (0.247) 377 53.9 (0.177) (0.204) 224 34.2 (0.093) (0.116) 165 26.0 (0.060) (0.076) 92 153 (0.031) (0.041) 37 62 (0.011) (0.015) RCP6 0.783 (3.9%) 1.014 (5.1%) 1.236 (6.2%) 1.458 (7.4%) 1.691 (8.6%) 1.944 (9.9%) 2.227 (11.5%) (0.168) (0.157) 247 23.2 (0.209) (0.165) 30.0 73.5 (0.212) (0.433) 80.8 1140 (0.417) (0.486) 68.1 90.1 (0.258) (0.308) 69.4 102.0 (0.220) (0.265) 45.9 95.4 (0.129) (0.219) 35.2 656 (0.085) (0.128) 21.2 48.8 (0.046) (0.086) 86 13.7 (0.017) (0.021) RCP 8.5 0.983 (4.9%) 1.349 (6.8%) 1.773 (9.0%) 2.237 (11.5%) 2.722 (14.2%) 3.209 (16.9%) 3.879 (19.7%) (0.151) 22.0 (0.140) 106.2 (0.553) 138.8 (0.521) 122.3 (0.332) 126.5 (0.286) 1326 (0.265) 88.3 (0.149) 69.5 (0.105) 176 (0.023) remain unchanged Layer Info Time 29 March 2022 05:13PM Accessed Version —2019_v1. Note ARR recommends the use of RCP4.5 and RCP 8.5 values. These have been updated to the values that can be found on the climate change in Australia website
Page 27
DRAINS Modelling Results
Project number: 20220198 Calculations: B. Parry
Street Address: 3 Delorme St
Locality: Noosa Heads, NSC Date: 19/08/2022
Pre / Post Comparison (To Delorme St)
A.E.P Qy Pre (m3/s) Qy Post (m3/s) Qchange (m3/s) Qchange (%)
63.2% AEP 0.021 0.024 0.003 14%
50% AEP 0.025 0.028 0.003 12%
20% AEP 0.039 0.041 0.002 5%
10% AEP 0.045 0.050 0.005 11%
5% AEP 0.057 0.057 0.000 0%
2% AEP 0.065 0.065 0.000 0%
1% AEP 0.071 0.072 0.001 1%
Pre / Post w/ OSD Comparison (To Delorme St) Tank Node Assumptions
A.E.P Qy Pre (m3/s) Qy Post (m3/s) Qchange (m3/s) Qchange (%) https://kingspanwatertanks.com.au/product/3000-litre-slimline-tank/
63.2% AEP 0.021 0.021 0.000 0% 2x3kL slimline tanks
50% AEP 0.025 0.024 -0.001 -4% Total Area 3.5 m²
20% AEP 0.039 0.033 -0.006 -15% Low flow orifice 81 mm
10% AEP 0.045 0.041 -0.004 -9% 57 mm/tank
5% AEP 0.057 0.049 -0.008 -14% Overflow 100 mm
2% AEP 0.065 0.063 -0.002 -3% Tank Height 1.86 m
1% AEP 0.071 0.071 0.000 0% Overlow height 1.76 m
Page 28
Document prepared by RECOR Pty Ltd ABN 89 647 469 707 75 Noosa Drive Noosa Heads, QLD 4567 Australia T +61 7 5211 1003 E [email protected] Wrecorconsulting.com Project number 20220198 File RECOR Preliminary Stormwater Management Report - 20220198, 2022-08-19 Page 15 of 15 Revision 1 P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com