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20220218 22 Grant SWMP · MCU22/0172
22 Grant Street, Noosa Heads 20220218 Molti Investments Pty Ltd Stormwater Management Plan September 2022
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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 20220218-SWMP01 Project number 20220218
File path C:\12dS\data\RecorSYN\20220218 22 Grant St, Noosa Heads_652\03 Engineering\02
Reports\20220218 22 Grant SWMP.docx
Client Molti Investments Pty Ltd
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 15/09/2022 Initial Version BP JB BP
Current revision 0
Approval
Author signature Approver signature
Name B. Parry Name B. Parry
RPEQ: 28084
Title Civil Engineer Title Civil Engineer
recorconsulting.com
A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected]
P +61 7 5211 1003
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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 ......................................................................................... 5
2.4. Flood Considerations ........................................................................................................................... 6
Stormwater Quantity ............................................................................................................................7
3.1. Pre-Post Comparison .......................................................................................................................... 7
Stormwater Quality ..............................................................................................................................9
4.1. Construction Phase .............................................................................................................................. 9
4.2. Operational Phase ............................................................................................................................ 10
Conclusion ........................................................................................................................................ 11
Appendices
Appendix A
Proposed Development Concept Plans
Appendix B
DRAINS Modelling Parameters and Results
Project number 20220218
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INTRODUCTION RECOR has been engaged to prepare a Stormwater Management Report to accompany a development application for a residential development located at 22 Grant 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 20220218 Page 4 of 14 File 20220218 22 Grant SWMP.docx, 2022-09-15 Revision 1 P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
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SITE DETAILS
2.1. Existing Site Description & Drainage
The existing site, known in real property terms as Lot 90 RP92518, is located at 22 Grant Street. The existing site
contains a residential dwelling within a total site area of 594m².
2.2. Existing Drainage Patterns
The subject land is located in moderately sloping terrain with the lands falling at typically 20% to 25% to the south
west towards Grant Street. The run-off from the existing developed site typically drains as overland surface flows
towards the south eastern portion of the site, however sandy soils are typical of the locality and a portion of surface
run-off is expected to infiltrate into the site soils.
A stormwater inlet pit is located immediately in front of the subject site to which the site’s overland flows will drain.
No kerb adaptor outlets were observed within the site frontage so it is expected that roof drainage is discharged
directly into the pit.
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2022)
2.3. Proposed Development Drainage Pattern
2.3.1 Stormwater Concept
An internal stormwater drainage network will consist of inlet pits and pipes will capture run-off from impervious areas
and convey it to the lawful point of discharge from the site. The drainage will capture any upstream run-off entering
the property, as well as provide connection points for roof drainage.
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Due to the central location of the driveway, the existing kerb inlet pit in front of the site will be demolished and
replaced. A new kerb inlet will be provided downstream of the driveway access, with the existing 375mm stormwater
line connected into the pit and all drainage from the site discharged into the new pit.
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.
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STORMWATER QUANTITY
3.1. Pre-Post Comparison
As the development proposes to increase the impervious area of the site by approximately 177m² (from 257m² to
434m²), there is likely to be an increase in peak flows from the site. The site has 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 impervious areas and composition of each site has been determined using survey data and architectural
designs. The configuration of the catchment areas for pre-development and post-development conditions are
shown in Figure 3.1 – DRAINS Pre-development catchment and Figure 3.2 – DRAINS Post-development catchments
respectively.
Figure 3.1 – DRAINS Pre-development catchment
Figure 3.2 – DRAINS Post-development catchments
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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
Delorme Street
Qchange
A.E.P Qexisting Qproposed Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.016 0.018 0.002 13%
50% 0.018 0.020 0.002 11%
0.2 EY 0.027 0.030 0.003 11%
10% 0.035 0.036 0.001 3%
5% 0.040 0.041 0.001 3%
2% 0.047 0.047 0.000 0%
1% 0.051 0.051 0.000 0%
As expected, the site has increased the total peak flows from the site, however the overall increase is minor with a
maximum of 3L/s increase under 2100 climate conditions. This level of increase is unlikely to result in significant
impact or nuisance to the downstream network and is therefore negligible. No attenuation is proposed for the
development.
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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
drainage networks and receiving environments 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 systems 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 is required for the development. 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.
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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.
5. Grass turf strips along the kerb line until stabilisation of any exposed verge has taken place.
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.
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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 Grant Street as the lawful point of discharge.
• An existing kerb inlet pit will be relocated downstream of the proposed driveway location and any existing
drainage pipes will be reconnected into the new pit to maintain the existing drainage characteristics of the
network.
• Field inlet pits are provided within the development to capture upstream run-off and provide connection
points for roof drainage to 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 there is an insignificant increase in peak flows which is unlikely to result in significant
impacts or nuisance to downstream drainage networks. No attenuation is therefore proposed for the site.
• 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.
• 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.
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Appendix A Proposed Development Concept Plans Project number 20220218 Page 12 of 14 File 20220218 22 Grant SWMP.docx, 2022-09-15 Revision 1 P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
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PROPOSED RESIDENTIAL DUPLEX
22 GRANT STREET, NOOSA HEADS, QLD, 4567
Lot 90 ON RP92518
CIVIL WORKS
DRAWING SCHEDULE
DRAWING NUMBER DRAWING TITLE
001 COVER SHEET & LOCALITY PLAN
002 GENERAL NOTES
003 EXISTING SITE SERVICES AND DEMOLITION LAYOUT PLAN
010 DRIVEWAY LAYOUT PLAN
020 BULK EARTHWORKS LAYOUT PLAN
Lot 90 on RP92518
021 EARTHWORKS LONGITUDINAL SECTIONS
030 EROSION AND SEDIMENT CONTROL LAYOUT PLAN
031 EROSION AND SEDIMENT CONTROL DETAILS
040 STORMWATER LAYOUT PLAN
045 STORMWATER CATCHMENT LAYOUT PLANS
060 VEHICLE SWEPT PATHS
LOCALITY PLAN
NOT TO SCALE
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET COVER SHEET AND FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF LOCALITY PLAN CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
N.T.S DATE: 23/09/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
001 20220218 A1 01
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GENERAL NOTES COMPLETELY REMOVED AND BACKFILLED TO LEVEL 1 SUPERVISION. EARTHWORKS NOTES ARE TO COVER OR ENCLOSE STOCKPILES WHERE REASONABLY
CONTRACTOR TO ALLOW TO MULCH ALL CLEARED VEGETATION AND PRACTICAL TO RESTRICT DUST MOVEMENT.
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN. STOCKPILE ON SITE OR REMOVE FROM SITE AS DIRECTED. 1. FOR DETAILED GEOTECHNICAL INFORMATION, REFER GEOTECHNICAL 19. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON
INVESTIGATION REPORT BY GEOTECHNICAL ENGINEER. IT IS THIS DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 18. DRAWINGS TO BE READ IN CONJUNCTION WITH ARCHITECT, SURVEYOR, RECOMMENDED THAT THE GEOTECHNICAL CONSULTANT BE CONTACTED WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
CONTRACTOR TO ALLOW FOR ALL MEANS NECESSARY TO ACCURATELY HYDRAULICS, ETC. CONSULTANT AND CONTRACTOR DRAWINGS. TO CONFIRM THE SOIL CONDITIONS PRIOR TO EARTHWORKS
SETOUT THE WORKS. 20. ALL EXCAVATIONS ARE TO BE CONDUCTED IN ACCORDANCE WITH THE
19. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT COMMENCING.
REQUIREMENTS OF THE GEOTECHNICAL ENGINEER AS OUTLINED IN THE
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT AUTHORITY: ROAD OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN 2. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF GEOTECHNICAL INVESTIGATION REPORT BY TECTONIC. TEMPORARY
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE FOR ALL WORKS WITHIN COUNCIL ROAD RESERVES. CONTRACTOR TO 100MM OVER THE EXTENT OF THE WORKS UNLESS DIRECTED UNSURCHARGED CUTS IN LOOSE TO VERY LOOSE SAND TO BE FORMED
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT ALLOW FOR ALL COSTS ASSOCIATED WITH IMPLEMENTATION OF THE OTHERWISE AND STOCKPILED WHERE REQUIRED FOR FILL OF AT 1V:2H, AND IN MEDIUM DENSE SAND AT 1V:1H FOR BATTERS UP TO 3M
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED TMP. LANDSCAPING AREAS. TOPSOIL MATERIALS MUST NOT BE USED IN IN HEIGHT. DEEPER CUTS ARE TO BE ASSESSED BY THE GEOTECHNICAL
STANDARD DRAWINGS AND SPECIFICATIONS U.N.O. STRUCTURAL FILL.
20. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL ENGINEER.
3. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED OUTSIDE AUTHORITY APPROVALS RECEIVED FOR THE PROJECT AND IN 3. UNSUITABLE NATURAL MATERIALS SUCH AS SATURATED, LOOSE OR 21. WHERE THE ABOVE TEMPORARY BATTER SLOPES CAN NOT BE
OF THE TOLERANCES SPECIFIED WITHIN THE PROJECT SPECIFICATION ACCORDANCE WITH OPW APPROVALS BY COUNCIL. SOFT MATERIALS ENCOUNTERED SHOULD BE REMOVED DURING ACHIEVED, TEMPORARY SHORING WILL BE REQUIRED UNDER THE ADVICE
AND LOCAL AUTHORITY REQUIREMENTS, THE CONTRACTOR WILL SUBGRADE PREPARATION FOR BULK EARTHWORKS. ALL UNSUITABLE OF A SPECIALIST SHORING CONTRACTOR.
RECTIFY AT THEIR COST INCLUSIVE OF ANY ADDITIONAL COSTS 21. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE MATERIAL TO BE REMOVED FROM SITE AT CONTRACTORS EXPENSE.
BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF 22. EXCAVATIONS IN PROXIMITY TO EXISTING STRUCTURES WILL REQUIRE
INCURRED BY RECOR. 4. COMPACTION OF THE EXPOSED SAND SUBGRADE REQUIRES SPECIFIC DESIGN TO PREVENT UNDERMINING WHICH SHOULD BE
THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, ROAD SUBSTANTIAL VOLUMES OF WATER COMBINED WITH VIBRATORY
4. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS RESERVE, PARKS/OPENSPACE, EASEMENTS. CARRIED OUT BY A SUITABLY QUALIFIED AND EXPERIENCED RPEQ
SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY COMPACTION EQUIPMENT. CARE MUST BE TAKEN TO ENSURE THERE ARE STRUCTURAL ENGINEER.
IS TAKEN BY RECOR OR THE PRINCIPAL FOR THE ACCURACY AND 22. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION NO IMPACTS ON SURROUNDING STRUCTURES. MATERIAL TO BE
23. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT
COMPLETENESS OF THIS INFORMATION. IT IS THE RESPONSIBILITY OF DRAWINGS AND APPROVALS ON SITE AT ALL TIMES. COMPACTED IN ACCORDANCE WITH GEOTECHNICAL REPORT AND
ANY CONSTRUCTED CUT/FILL BATTERS AND RETAINING STRUCTURES ON
THE CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND AS1289.
23. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN THE SITE HAVE ACHIEVED ADEQUATE STABILITY WITH A LONG-TERM
LEVEL OF ALL EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY ACCORDANCE WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN 5. A MINIMUM 150MM THICK GRANULAR WORKING PLATFORM MAY BE FACTOR OF SAFETY AGAINST GEOTECHNICAL FAILURES TO THEIR
WORKS. ANY DISCREPANCIES SHALL BE REPORTED TO THE AND CONSTRUCTION CODE (2013). REQUIRED ON SOIL SUBGRADES ALONG HAUL ROADS AND LAYDOWN SATISFACTION.
SUPERINTENDENT. CONTRACTOR TO LOCATE AND PROTECT SERVICES AREAS TO IMPROVE TRAFFICABILITY. SPECIFIC PLATFORM DESIGN
24. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS
AS REQUIRED DURING PROPOSED WORKS. WOULD BE REQUIRED PRIOR TO MOBILISATION AND TRAFFICKING OF ANY
INCLUSIVE OF TOPSOIL LAYER. REFER TO STRUCTURAL ENGINEERING
STANDARD SIGNS AND LINE MARKING NOTES HEAVY MOBILE PLANT ON THE SITE.
DRAWINGS FOR BUILDING SLAB THICKNESSES AND HYDRAULIC
5. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND 6. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS 1. GENERAL DRAWINGS FOR SUB-FLOOR DRAINAGE FOR DETERMINATION OF
COMPACTED WHERE UNSUITABLE NATURAL MATERIALS ARE LOCATED REQUIRED BULK EARTHWORKS SURFACE.
SHOWN ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING 1.1. ALL SIGNS AND PAVEMENT MARKING IS TO BE IN ACCORDANCE WITH AND AS OTHERWISE NECESSARY TO OBTAIN SUBGRADE/PLATFORM
SERVICES CLASHES PRIOR TO COMMENCEMENT OF CIVIL WORKS. THE QUEENSLAND TRANSPORT MANUAL OF UNIFORM TRAFFIC 25. ANY PRELOADING REQUIRED IS TO OCCUR IN ACCORDANCE WITH THE
LEVEL. IMPORTED GENERAL FILL MATERIAL SHALL BE CLEAN GRADED
CONTRACTOR TO IMMEDIATELY REPORT ANY DISCREPANCIES TO RECOR CONTROL DEVICES (CURRENT EDITION). GEOTECHNICAL ENGINEERS REQUIREMENTS. CONTRACTOR TO ALLOW
MATERIAL FREE OF ORGANIC MATTER AND STONES, WITH MAXIMUM
AND AWAIT FORMAL DIRECTION PRIOR TO COMMENCING CIVIL WORKS. 2. SIGNS FOR THE IMPORT AND REMOVAL OF ALL NECESSARY MATERIAL TO
PARTICLE SIZE OF 100mm AND CAPABLE OF BEING COMPACTED INTO
2.1. ALL SIGNS TO BE REFLECTORISED CLASS 1 TO AS1906.1:2007 UNLESS UNDERTAKE THE PRELOADING OPERATIONS.
6. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS COHERENT FILLING TO THE SPECIFIED STANDARD. THE MATERIAL SHALL
NOTED OTHERWISE. HAVE A MAXIMUM PLASTICITY INDEX OF 15%, A SHRINK-SWELL INDEX OF 26. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT.
SHALL BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS,
FOOTPATHS, CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND 2.2. SIGNS ARE TO BE INSTALLED WITH THE FOLLOWING CLEARANCES TO LESS THAN OR EQUAL TO 1% AND A MINIMUM C.B.R. OF 10%.
ROAD PAVEMENTS. EDGE OF SIGN: LOCATION CLEARANCE NO KERB 600 BEHIND GUIDE 7. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE INSPECTIONS:
POSTS BARRIER KERB 300 FROM FACE MOUNTABLE KERB 500 FROM CONTENT FOR STANDARD COMPACTION.
7. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS
FACE OF KERB. 8. ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR BEFORE ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR IS
REINSTATEMENT TO BE CARRIED OUT IMMEDIATELY TO THE 2.3. PARKING CONTROL SIGNS TO BE MOUNTED TO FACE APPROACHING PROPERTY BOUNDARY OF THE SUBJECT SITE, INCLUDING REAR OF
TRAFFIC AT 45° TO KERB OR CARRIAGEWAY EDGE. ALL OTHER SIGNS RETAINING WALL DRAINAGE INFRASTRUCTURE FOR RETAINING WALLS IN TO PROVIDE A MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED
SATISFACTION OF INFRASTRUCTURE OWNER/MANAGER / INSPECTIONS. SHOULD THE
AUTHORITY/COUNCIL. TO BE TURNED AWAY BY 5° FROM THE NORMAL TO APPROACHING CUT. RETAINING WALLS ARE TO BE PREPARED IN ACCORDANCE WITH
HEADLIGHT. STRUCTURAL ENGINEERS SPECIFICATIONS, AND IN CONFORMANCE WITH CONTRACTOR FAIL TO REQUEST AN INSPECTION, THE CONTRACTOR WILL BE
8. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL 3. SIGN SUPPORTS CONSTRUCTION REQUIREMENTS OF GEOTECHNICAL REPORT. RESPONSIBLE FOR ALL COSTS TO ALLOW FOR THE WORKS TO BE INSPECTED
WORKPLACE HEALTH AND SAFETY REQUIREMENTS. TO THE SATISFACTION OF RECOR. ANY INSPECTIONS THAT FAIL ARE TO BE
3.1. SLEEVED SIGNS SUPPORTS ARE TO BE PROVIDED IN ALL AREAS 9. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR
9. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN WHERE THEY ARE IN A PAVED SURFACE. CONFIRMATION OF RETAINING WALL COLOUR AND FINISH. RE-INSPECTED WITH ALL REINSPECTION COSTS TO BE PAID BY THE
CLOSE PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR 4. LINEMARKING 10. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 2' CONTRACTOR.
INFRASTRUCTURE, CONTRACTOR TO ALLOW IN SCOPE OF WORKS TO 4.1. REDUNDANT LINEMARKING IS TO BE GROUND OFF. SOIL ENGINEERING SUPERVISION IN ACCORDANCE WITH APPENDIX B OF a. PRESTART
PROVIDE ALL MEASURES NECESSARY TO ENSURE THE INTEGRITY OF 4.2. THERMOPLASTIC LINEMARKING TO BE USED FOR ALL CONCRETE. AS 3798. THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL
EXISTING BOUNDARIES AND INFRASTRUCTURE. THIS MAY INCLUDE THE PROVIDE CERTIFICATION THAT ALL GENERAL EARTHWORKS OPERATIONS b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF
USE OF LOW VIBRATION EQUIPMENT, TRENCH SHORING ETC AS HAVE BEEN CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS AND SEDIMENT AND EROSION CONTROL MEASURES UNSUITABLE GROUND
REQUIRED. JOINTING NOTES SPECIFICATIONS AND THE CONTROLLED FILL IS SUITABLE FOR PURPOSE c. SIDE AND CUT OFF DRAINS
10. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON TO THE REQUIRED BEARING CAPACITY UNDER THE
1. ALL JOINTING AND CONCRETE TO BE IN ACCORDANCE WITH THE d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL
THESE DRAWINGS, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE PLATFORM/STRUCTURES AS SPECIFIED BY THE GEOTECHNICAL REPORT.
WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE. REQUIREMENTS OF AS3727.1:2016. 11. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT
2. SAW CUT JOINTS MUST BE: TO 98% STANDARD MAXIMUM DRY DENSITY OR A DRY DENSITY INDEX OF
11. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL f. STORMWATER STRUCTURE BASE SLABS
BETWEEN 1 AND 1 OF CONCRETE PAVEMENT DEPTHS.
AT LEAST 75% IN ACCORDANCE WITH THE GEOTECHNICAL REPORT IN
CONSTRUCTED WORKS IN ACCORDANCE WITH LOCAL GOVERNMENT 2.1. g. SEWER RETICULATION
4 3 LAYERS OF 250MM LOOSE THICKNESS (PRIOR TO COMPACTION).
REQUIREMENTS. UNLESS OTHERWISE ADVISED BY RECOR CONTRACTOR 2.2.
CLEARED OF ANY DEBRIS FROM THE CUTTING METHOD. 12. COMPACTION TESTING TO BE CARRIED OUT AT A MINIMUM OF TWO h. WATER RETICULATION
TO NOTE COUNCILS ADAC REQUIREMENTS.
2.3.
PERFORMED WITHIN 6 TO 12 HOURS OF FINISHING CONCRETE TESTS PER VERTICAL LIFT WHERE STRUCTURAL FILL HEIGHTS EXCEED
12. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH i. PAVEMENT SUBGRADE
POURS. 300MM IN ACCORDANCE WITH AS3798. CONTRACTOR TO UNDERTAKE ALL
RELEVANT APPROVALS. 3. DOWELL BARS MUST BE INSTALLED EXACTLY 90° TO THE FACE OF JOINT EARTHWORKS TESTING IN ACCORDANCE WITH GEOTECHNICAL j. PAVEMENT REINFORCING
13. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL, TO ALLOW EXPANSION AND CONTRACTION MOVEMENTS. ENGINEER AND LOCAL AUTHORITY REQUIREMENTS.
k. PAVEMENT PRIOR TO SEALING (PRESEAL)
LANDSCAPE AND OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL 4. JOINTING LAYOUT TO BE CONFIRMED BY SUPERINTENDANT PRIOR TO 13. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN
CONSTRUCTION COMMENCING. LAYOUT SHOULD AVOID ACUTE ANGLES ACCORDANCE WITH LANDSCAPE DRAWINGS. l. RETAINING WALL FOOTING REINFORCING
CONSTRUCTION.
IN THE CONCRETE SLAB AND AVOID MISMATCHED JOINTS. 14. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING LEVELS. m. RETAINING WALL BLOCKWORK PRIOR TO CORE FILL
14. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR
5. JOINT SEALANTS WHERE USED MUST ADHERE TO SIDE OF JOINT FACES 15. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED n. STEEL REINFORCEMENT OF CONCRETE STRUCTURES
DEMOLITION WORKS COMMENCING ON SITE.
ONLY AND SHALL NOT EXTEND ABOVE SIDES OF JOINTS ONTO THE SLAB MANAGEMENT PLANS.
15. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, SURFACE. 16. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES ARE o. PRACTICAL COMPLETION
ROADS AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE 6. DOWEL BARS ARE TO BE INSTALLED INCLUDING BUT NOT LIMITED TO SHAKE DOWNS, SILT FENCE p. ON MAINTENANCE
U.N.O. 6.1. FOR 100MM THICK SLAB, 12MM Ø OF LENGTH 300MM AND SPACED AT ETC IN ACCORDANCE WITH EROSION AND SEDIMENT CONTROL PLAN.
q. OFF MAINTENANCE
16. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING 400MM CENTRES 17. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS
PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO 6.2. FOR 125MM THICK SLAB, 16MM Ø OF LENGTH 350MM AND SPACED AT OR RETAINING WALLS (TEMPORARY OR PERMANENT) AS PER RELEVANT r. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER
COMMENCEMENT OF ANY WORKS ON SITE. 300MM CENTRES AUSTRALIAN STANDARDS AND LEGISLATION. DEVELOPMENT APPROVAL)
17. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS 6.3. FOR 150MM THICK SLAB, 20MM Ø OF LENGTH 400MM AND SPACED AT 18. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON s. ANY OTHER INSPECTION AS REQUIRED BY UNITY WATER AND WHERE
IDENTIFIED IN THE APPROVED VEGETATION MANAGEMENT PLAN. 300MM CENTRES UNPAVED ROADS, ACCESS TRACKS AND STOCKPILES AT A SUFFICIENT RELEVANT TO THEIR CERTIFICATION SCHEME
CONTRACTOR TO ENSURE ALL TREE ROOTS AND STUMPS ARE LEVEL TO SUPPRESS DUST GENERATION. ADDITIONALLY CONTRACTORS
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET GENERAL NOTES FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
NOOSA HEADS, QLD 4567 CPEng
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002 20220218 A1 01
Page 15
S
W
LEGEND
S
V
W
EXISTING FIRE HYDRANT
S
EXISTING POWER POLE
W
V
EXISTING 'LIVE' SEWER CHAMBER
EXISTING STORMWATER MANHOLE
S
W
EXISTING STORMWATER PIT
V
EXISTING STORMWATER STRUCTURES
N S S EXISTING SEWERAGE LINE
S
W
W W EXISTING WATER RETICULATION MAIN
V
V V OVERHEAD ELECTRICITY
BU CP
S
SW SW STORMWATER PIPE
P1
W
WATER VALVE
37
V
3
WATER SERVICE
1
S
W
V
S
W
GRANT STREET
GRANT STREET
V
S
W
V
S
W
90
S
V
W
SW
EXISTING TREES TO BE
FELLED, MULCHED AND
S
REMOVED OFF SITE U.N.O
V
W
NOTES
S
BU CP 1. FOR GENERAL NOTES REFER DWG 002, WHICH IS TO BE
W
V
EXISTING DRIVEWAY P5 REQUESTED AND VIEWED PRIOR TO COMMENCEMENT OF
CROSSOVER TO BE
71 2.
CONSTRUCTION IF NOT SUPPLIED.
THE CONTRACTOR WILL MAKE HIMSELF FULLY AWARE OF
4
REMOVED
S
W
THE EXISTING FEATURES OF THIS SITE AND ENSURE ANY
V
ADDITIONAL WORKS NOT SHOWN ON THIS PLAN ARE
INCLUDED IN THE CONTRACT.
S
V
V 3. LOCATION AND DEPTH OF EXISTING SERVICES BASED ON
W
V
V
V SURVEY, DBYD AND COUNCIL RECORDS. IT IS THE
V
CONTRACTORS RESPONSIBILITY TO CONFIRM ACTUAL
LOCATION AND DEPTH PRIOR TO CARRYING OUT ANY
S
EXISTING BUILDINGS,
W
STRUCTURES AND
EXCAVATION OR TRENCHING WORKS.
EXISTING SEWER SERVICE TO BE
LOCATION AND EXTENT OF EXISITING IMPERVIOUS SURFACES TO BE 4. CONTRACTOR TO LOCATE AND PROTECT ALL EXISTING
ELECTRICAL CONNECTION TO BE CONFIRMED REMOVED U.N.O
DISCONNECTED AND CAPPED OFF
ON-SITE. REMOVAL AND REPLACEMENT TO BE SERVICES ON SITE PRIOR TO COMMENCEMENT OF WORKS.
DURING CONSTRUCTION
V
S
ARRANGED BY SITE SUPERINTENDANT 5. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS
W
PRIOR TO ANY DEMOLITION WORKS COMMENCING ON SITE.
EXISTING WATER SERVICE TO BE 6. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE
DISCONNECTED AND CAPPED OFF
DURING CONSTRUCTION CLEARED, MULCHED AND REMOVED FROM SITE IN
S
V
ACCORDANCE WITH APPROVED VEGETATION CLEARING
W
PLAN (BY OTHERS) OR IF SCHEDULED STOCKPILE FOR USE
BY LANDSCAPER.
7. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES ON SITE
S
W
AND MAKE SUITABLE ARRANGEMENTS TO HAVE
DISCONNECTED PRIOR TO DEMOLITION WORKS BEGINNING.
8. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS
DETAILED ON THIS DRAWING, THE CONTRACTOR IS TO
W
NOTIFY RECOR AND RECEIVE WRITTEN CONFIRMATION THAT
WORKS CAN COMMENCE.
9. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR
W
ADJOINING PROPERTIES AND COUNCIL ROADS AND VERGES
PRIOR TO COMMENCEMENT OF ANY WORKS ON SITE.
10. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING
STRUCTURES, ROADS AND SERVICES WITHIN LIMIT OF
W
WORKS AND REMOVE FROM SITE U.N.O.
11. WHERE NECESSARY, CONTRACTOR SHALL OBTAIN ALL
NECESSARY APPROVALS TO CARRY OUT SERVICES
W
RELOCATION OR ALTERATIONS.
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
W
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET EXISTING SERVICES AND FOR APPROVAL - NOT FOR
W
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF DEMOLITION LAYOUT PLAN CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
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003 20220218 A1 01
Page 16
S
W
S
W
S
W
S
W
N
S
W
S
W
NEW CONNECTION TO S
EXISTING SEWER SERVICE
W
S
W
NEW TYPE 'B1' BARRIER
KERB TO REPLACE EXISTING
STORMWATER PIT
S
W
GRANT STREET
S
W
S
W
PROPOSED RESIDENTIAL DRIVEWAY TO
BE CONSTRUCTED IN ACCORDANCE
WITH IPWEA RS-049 & RS-050
S
W
S
W
S
W
NEW STORMWATER INLET
S
PIT AND BARRIER KERB.
W
MATCH NEATLY TO EXISTING
LEVELS
S
W
NEW CONNECTION TO
EXISTING WATER SERVICE
S
W
S
W
S
W
W
W
NOTE:
EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN DRAWINGS, ALL
IN-GROUND SERVICES WITHIN THE PROPERTY BOUNDARY INCLUDING BUT NOT
LIMITED TO: STORMWATER DRAINAGE, SEWERAGE, WATER, GAS, ELECTRICAL
W
AND COMMUNICATIONS TO BE SAFELY BE DISCONNECTED, REMOVED FROM
SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR TO ARRANGE ALL
NECESSARY APPLICATIONS AND PERMITS WITH THE RELEVANT AUTHORITIES.
SERVICES TO BE CAPPED IN ACCORDANCE WITH RELEVANT SERVICE
PROVIDER SPECIFICATIONS AND STANDARD DETAILS
W
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
W
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET LAYOUT PLAN FOR APPROVAL - NOT FOR
W
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:100 DATE: 23/09/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
W
SIZE:
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010 20220218 A1 01
Page 17
N
CUT/FILL DEPTH RANGE
Lower_value Upper_value Colour
-0.9 to -1. M
-0.8 to -0.9 M
-0.7 to -0.8 M
-0.6 to -0.7 M
D C
021 021 -0.5 to -0.6 M
GRANT STREET
-0.4 to -0.5 M
-0.3 to -0.4 M
-0.2 to -0.3 M
B B -0.1 to -0.2 M
021 021
FL 24.8m AHD 0 to -.1 M
FL 21.4m AHD
0 to .1 M
0.1 to 0.2 M
0.2 to 0.3 M
0.3 to 0.4 M
0.4 to 0.50 M
0.5 to 0.6 M
FL 21.4m AHD FL 24.8m AHD
A A 0.6 to 0.7 M
021 021
0.7 to 0.8 M
0.8 to 0.9 M
0.9 to 1 M
D C
021 021
EARTHWORKS VOLUMES
EARTHWORKS VOLUMES FROM
EXISTING SURFACE TO DESIGN
SURFACE
CUT = 506m³
FILL = 30m³
BALANCE = 476m³
NOTE:
EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN
DRAWINGS, ALL IN-GROUND SERVICES WITHIN THE PROPERTY
BOUNDARY INCLUDING BUT NOT LIMITED TO: STORMWATER
DRAINAGE, SEWERAGE, WATER, GAS, ELECTRICAL AND
COMMUNICATIONS TO BE SAFELY BE DISCONNECTED, REMOVED
FROM SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR TO
ARRANGE ALL NECESSARY APPLICATIONS AND PERMITS WITH THE
RELEVANT AUTHORITIES. SERVICES TO BE CAPPED IN
ACCORDANCE WITH RELEVANT SERVICE PROVIDER
SPECIFICATIONS AND STANDARD DETAILS
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET BULK EARTHWORKS FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF LAYOUT PLAN CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
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020 20220218 A1 01
Page 18
STAIRS GARAGE GARAGE STAIRS
UNIT 2 UNIT 2 UNIT 1 UNIT 1
FFL 21.4 FFL 21.4
D BULK EARTHWORKS
- SECTION SCALE 1:100
STAIRS DINING DINING STAIRS
UNIT 2 UNIT 2 UNIT 1 UNIT 1
FFL 24.8 FFL 24.8
C BULK EARTHWORKS
- SECTION SCALE 1:100
PATH POOL
UNIT 2 UNIT 2
DRIVEWAY GARAGE DINING FFL 26.2
UNIT 2 UNIT 2
FFL 24.8 FFL 24.7
FFL 21.4 FFL 21.4
B BULK EARTHWORKS
- SECTION SCALE 1:100
PATH POOL
UNIT 1 UNIT 1
DRIVEWAY GARAGE DINING FFL 26.2
UNIT 1 UNIT 1
FFL 24.8 FFL 24.7
FFL 21.4 FFL 21.4
A BULK EARTHWORKS
- SECTION SCALE 1:100
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET EARTHWORKS FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF LONGITUDINAL SECTIONS CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
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021 20220218 A1 01
Page 19
SEDIMENT RELEASE GUIDELINES RUN-OFF FROM THE IMMINENT RAINFALL AND ADDITIONAL CONTROL MEASURES AS DEEMED SUPERINTENDENT FOR THE LOCATION OF THE SITE
RUN-OFF. NECESSARY THROUGHOUT CONSTRUCTION. ACCESS POINT AND WASH DOWN AREA WHICH ARE TO
SEDIMENT AND EROSION CONTROL: 1. ALL RELEASES OF STORMWATER CAPTURED ONSITE, 2.3. ALL REASONABLE AND PRACTICABLE STEPS HAVE 3. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN ALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION
CONTRACTOR TO ALLOW FOR PROVISION OF ALL UNLESS OTHERWISE NOTED IN THIS STANDARD, MUST BEEN TAKEN TO TREAT THE WATER WITHIN SEDIMENT CONTROL DEVICES IN A FUNCTIONAL PERIOD.
REQUIRED SEDIMENT AND EROSION CONTROL NOT EXCEED THE FOLLOWING LIMITS: BEST-PRACTICE TIME FRAMES; ORDER AND REPLACE ALL BLOCKED SEDIMENT 8. IF SEDIMENT AND EROSION CONTROL DEVICES HAVE
DEVICES IN ACCORDANCE WITH IECA AND COUNCIL 1.1. 50mg/L OF TOTAL SUSPENDED SOLIDS (TSS) AS A 2.4. FLOCCULENT HAS BEEN APPROPRIATELY APPLIED DEVICES AS REQUIRED UNTIL SUCCESSFUL OFF BEEN FOUND TO BE DIFFERENT OR FAILED IN SERVICE,
POLICIES AND GUIDELINES MAXIMUM CONCENTRATION; AND THE CONCENTRATION OF TSS IN THE MAINTENANCE OF WORKS. CORRECTIVE ACTION IS TO BE UNDERTAKEN
1.2. TURBIDITY (NTU) VALUE LESS THAN 10% ABOVE CAPTURED WATER HAS ALREADY SIGNIFICANTLY 4. CONSTRUCTION OF ALL SEDIMENT MANAGEMENT IMMEDIATELY WHICH MAY INCLUDE AMENDMENTS'
BACKGROUND; DECREASED. DEVICES TO THE SATISFACTION OF THE ADDITIONS TO THE ORIGINAL APPROVED EROSION
1.3. pH VALUE MUST BE IN THE RANGE 6.5 TO 8.5 3. FOR ALL OTHER STORMWATER RELEASES, FLOWS AND SUPERINTENDENT. SHALL BE COMPLETED AND CONTROL PLANS. SUCH AMENDMENTS ARE TO BE
EXCEPT WHERE, AND TO THE EXTENT THAT, THE DISCHARGES FROM THE SITE, THE RELEASE LIMIT EFFECTIVE PRIOR TO: APPROVED BY SUPERINTENDENT, IF DEEMED
LEGEND NATURAL RECEIVING WATERS LIE OUTSIDE THIS PRESCRIBED IN (1a) ABOVE MUST NOT BE EXCEEDED a. STRIPPING OF TOPSOIL AND GRASS. NECESSARY AND RELEVANT.
RANGE. UNLESS THE DEVELOPMENT IS IN FULL COMPLIANCE b. BULK EARTHWORKS TO THE SITE. 9. OVERALL
2. THE CONCENTRATION OF TSS RELEASED BY WITH THIS STANDARD. c. SERVICES INSTALLATION. a. TEMPORARY DRAINAGE CONTROL FLOWS SHOULD
|S| SEDIMENT FENCE
DEWATERING MAY ONLY EXCEED 50mg/L WHERE IT d. PAVEMENT CONSTRUCTION BE DIVERTED AROUND THE WORK SITE WHERE
CAN BE DEMONSTRATED AND SUPPORTED THROUGH SEDIMENT CONTROL 5. ALL SEDIMENT MANAGEMENT MEASURES ARE TO POSSIBLE.
CONSTRUCTION ENTRY
DOCUMENTATION THAT: REMAIN IN PLACE UNTIL INSTRUCTION IS RECEIVED IN b. ALL DRAINAGE, EROSION AND SEDIMENT
1. ALL SEDIMENT AND EROSION CONTROL MEASURES TO WRITING FROM THE SUPERINTENDENT TO REMOVE CONTROLS TO BE INSTALLED AND BE
2.1. FURTHER SIGNIFICANT RAINFALL IS FORECAST TO
BE IN ACCORDANCE WITH INTERNATIONAL EROSION ALL OR PART OF THE SILT CONTROL APPLICATIONS. OPERATIONAL BEFORE COMMENCING UP-SLOPE
OCCUR BEFORE THE TSS CONCENTRATION IS
CONTROL ASSOCIATION (IECA) AUSTRALIA GUIDELINES 6. THE BULK EARTHWORKS AND SEDIMENT CONTROL EARTHWORKS.
LIKELY TO BE REDUCED TO 50mg/L;
AND THE SPECIFICATIONS. LAYOUT PLAN SHALL BE READ IN CONJUNCTION WITH c. IN AREAS WHERE RUNOFF TURBIDITY IS TO BE
2.2. RELEASING A HIGHER CONCENTRATION OF TOTAL
2. SEDIMENT AND EROSION CONTROL DETAILS SHOWN THE APPROVED DRAWINGS. CONTROLLED, EXPOSED SURFACES TO BE EITHER
SUSPENDED SOLIDS WILL RESULT IN A BETTER
ARE MINIMUM REQUIREMENTS. IT IS THE 7. PRIOR TO COMMENCEMENT OF CONSTRUCTION MULCHED, COVERED WITH EROSION CONTROL
ENVIRONMENTAL OUTCOME BY PROVIDING
CONTRACTORS RESPONSIBILITY TO INSTALL APPROVAL IS TO BE OBTAINED FROM THE BLANKETS OR TURFED IF EARTHWORKS ARE
STORAGE FOR THE CAPTURE AND TREATMENT OF
EXPECTED TO BE DELAYED FOR MORE THAN 14
DAYS.
SEDIMENT FENCE
10. FOR SEDIMENT FENCE STANDARD DETAIL AND
SPECIFICATION REFER TO INTERNATIONAL EROSION
N CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
PRACTICES STANDARD DRAWINGS SF-01 AND SF-02
SEDIMENT FENCE.
TEMPORARY CONSTRUCTION ENTRY/EXIT
11. FOR CONSTRUCTION ENTRY / EXIT STANDARD DETAIL
AND SPECIFICATION REFER TO INTERNATIONAL
BU CP EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA)
P1 BEST PRACTICES STANDARD DRAWINGS EXIT-01 AND
22
EXIT-02 CONSTRUCTION EXIT - ROCK PAD
37 (CONSTRUCTION SITES ONLY), EXIT-03 - ROCK PADS
3 1
FOR BUILDING SITES AND EXIT-04 AND EXIT-05
22.5
CONSTRUCTION EXIT - VIBRATION GRID.
KERB INLET
12. FOR KERB INLET STANDARD DETAIL AND
23.5
26.5
27.5
25.
26
24.5
23
24
|S| |S| |S| |S| |S| |S| |S| |S| |S| |S| |S| |S| |S| |S| |S|
27
SPECIFICATION REFER TO INTERNATIONAL EROSION
25
5
CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
PRACTICES STANDARD DRAWING ESC-03 KERB INLET
GRANT STREET
SEDIMENT TRAPS
|S|
REVEGETATION
13. FOR REVEGETATION STANDARD SPECIFICATION
REFER TO INTERNATIONAL EROSION CONTROL
|S|
ASSOCIATION AUSTRALASIA (IECA) BEST PRACTICES
STANDARD DRAWING R-01 REVEGETATION GENERAL.
FIELD INLET
90
14. FOR FIELD INLET STANDARD DETAIL AND
SPECIFICATION REFER TO INTERNATIONAL EROSION
CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
PRACTICES STANDARD DRAWING ESC-02 GRATED
STORMWATER (FIELD) INLET SEDIMENT TRAP.
OPERATION AND MAINTENANCE
15. IN ACCORDANCE WITH NC ESC GUIDELINES, ALL ESC
MEASURES SHALL BE INSPECTED:
BU CP · AT LEAST DAILY (WHEN WORK IS OCCURRING ON
P5 SITE) OR WEEKLY (WHEN WORK IS NOT OCCURRING
PROVIDE CONSTRUCTION
71
|S|
ON SITE)
SHAKEDOWN ENTRY AS
PER NSC STD DWG ESC-01 4 · WITHIN 24 HOURS OF EXPECTED RAIN; AND
· WITHIN 18 HOURS OF A RAINFALL EVENT (I.E. AN
EVENT OF SUFFICIENT INTENSITY AND DURATION TO
|S|
MOBILISE SEDIMENT ON SITE).
21.5
17. IN ACCORDANCE WITH NC ESC GUIDELINES,
27 MAINTENANCE OF ESC MEASURES SHALL OCCUR IN
25.5
24.5
27|S|
25
26.5
.5
26
ACCORDANCE WITH THE FOLLOWING TABLE:
23.5
|S| |S| |S| |S| |S| |S| |S| |S| |S| |S| |S|
24
|S| |S| |S|
23
22.5
MAINTENANCE SCHEDULE
TIMEFRAME FOR COMPLETION
ESC MEASURES MAINTENANCE TRIGGER
OF MAINTENANCE
22
WHEN SETTLED SEDIMENT
SEDIMENT BASIN WITHIN 7 DAYS OF THE
EXCEEDS THE VOLUME OF THE
(WHERE UTILISED) INSPECTION
SEDIMENT STORAGE ZONE
PROVIDE SEDIMENT FENCE OTHER ESC 1/3 OF THE CAPACITY OF ESC
BY THE END OF THE DAY
TO DOWNSTREAM MEASURES MEASURES IS EXCEEDED
BOUNDARY AS PER NSC REPORTING
STD DWG ESC-04 & ESC-05 18. CONTRACTOR IS TO PROVIDE AN UPDATED PROGRAM
OF ESC MAINTENANCE AND CONTROL OF ALL STAGES
OF WORK FOR APPROVAL BY THE SUPERINTENDENT.
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET EROSION AND SEDIMENT FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF CONTROL LAYOUT PLAN CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
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030 20220218 A1 01
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
500 - 600mm
MIN LENG WIRE OR STEEL MESH
SPACED AT 300mm CTS (14 GAUGE x 150mm WRAP FILTER
T H 10m OPENINGS) WHERE GEOTEXTILE CLOTH OVER GRATE
BERM 300 HIGH MIN
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
SURFACE CONCRETE
600mm MIN.
EXCAVATION
FILTERED SECTION DETAIL
FILTERED
WATER WATER
GEOTEXTILE
EARTH BANK EMBEDDED 150mm
MIN. 1.5m
INTO GROUND 20m MAX.
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
300mm MIN.
SEDIMENT AX.) SLO DRAWING TO LIMIT THE CATCHMENT AREA OF ANY ONE SECTION. THE
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
150mm MIN
"SAUSAGE"
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:
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET EROSION AND SEDIMENT FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF CONTROL DETAILS CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
NOT TO SCALE DATE: 23/09/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
031 20220218 A1 01
Page 21
LEGEND
SW SW PROPOSED STORMWATER DRAINAGE
PROPOSED GRATE
PROPOSED FIELD INLET PIT
PROPOSED STORMWATER TANK
DRAINAGE NOTES
1. REFER HYDRAULIC DRAWINGS FOR BUILDING DRAINAGE DETAILS.
BU CP 2. ALL ROADWORKS AND DRAINAGE (EXTERNAL TO SITE BOUNDARIES
P1 AND/OR COUNCIL OWNED DRAINAGE PIPES INTERNAL TO THE SITE
37 BOUNDARIES) CONSTRUCTION AND TESTING TO BE IN ACCORDANCE
WITH NOOSA SHIRE COUNCIL DEVELOPMENT GUIDELINES, DRAWINGS
3 1 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.
DEMOLISH EXISTING STORMWATER
SW
4. ALL STORMWATER DRAINAGE PIPES INTERNAL TO SITE SHALL BE: Ø225
PIT END REMOVE APPROX 8m OF
REDUNDANT PIPE. REINSTATE
SW SW SW SW SW SW SW RRJ RCP OR APPROVED EQUIVALENT.
KERB TO MATCH EXISTING SSW
W SW SW 7. ALL STORMWATER PIPES ARE TO BE MANUFACTURED TO RELEVANT
SW AUSTRALIAN STANDARDS INCLUDING BUT NOT LIMITED TO AS4058 AND
GRANT STREET
SW AS1992.
SW
SW
SW SW SW SW
SW 8. STORMWATER DRAINAGE AND STRUCTURES HAVE BEEN DESIGNED
FOR OPERATIONAL LOADS ONLY. CONTRACTOR TO CONSIDER
CONSTRUCTION LOADINGS AND ENSURE NO EXCESSIVE LOADS ARE
PLACED ON STORMWATER DRAINAGE OR STRUCTURES.
SW
SW
SW
9. CONTRACTOR TO CONFIRM LOCATION AND LEVEL OF EXISTING
SW
STORMWATER DRAINAGE WHERE CONNECTING ON TO EXISTING.
0.25
SW
10. CONTRACTOR TO NOTIFY THE SUPERINTENDENT OF ANY UNSUITABLE
1
SW
FOUNDING MATERIAL WITHIN DRAINAGE TRENCH OR STORMWATER
SW
SW
90
SW
STRUCTURES AND AWAIT DIRECTION PRIOR TO LAYING OF PIPES.
11. ALL STORMWATER GRATES/LIDS WITHIN TRAFFICABLE AREAS TO BE
CLASS "D" IN ACCORDANCE WITH AS3996.
SW SW
SW
SW
SW SW 12. ALL GRATES AND LIDS SHALL SIT FLAT WITH ITS SURROUND AND NOT
BE LOOSE OR MOVE UNDER WHEEL LOADS.
4
13. ALL STORMWATER STRUCTURES TO BE CONSTRUCTED IN
SW ACCORDANCE WITH PROJECT SPECIFICATION, AND LOCAL AUTHORITY
SW
SW
SW
GUIDELINES AND SPECIFICATIONS. WHERE STRUCTURES EXCEED
BU
MAXIMUM DEPTH AS IDENTIFIED WITHIN STANDARD DRAWINGS THE
CP
SW
1.5
CONTRACTOR WILL ENSURE AN ADEQUATE STRUCTURAL DESIGN IS
0.5 SW
SW
P5 UNDERTAKEN FOR THE SUBJECT STRUCTURE TO BE CONSTRUCTED
71
SW
SW
TO.
4 14. CONTRACTOR TO ENSURE ALL MANHOLE STRUCTURES COMPLY WITH
THE MAXIMUM DEPTH SPECIFIED IN THE PROJECT SPECIFICATION OR
2.4
SW LOCAL AUTHORITY FROM FINISHED SURFACE LEVEL TO UNDERSIDE OF
SW
SW SW SW SW SW SW
SW
ROOF SLAB. ANY NON CONFORMANCE IS TO BE RECTIFIED AT THE
1
SW SW SW CONTRACTORS EXPENSE.
SSW
W
0.4
SW SW SW SW SW SW SW SW 15. ALL FOOTPATHS TO BE CONSTRUCTED IN ACCORDANCE WITH
SW ARCHITECTURAL/LANDSCAPING DRAWINGS AND RELEVANT
AUTHORITY STANDARD DRAWINGS AND SPECIFICATIONS. FOOTPATHS
TO BE CONSTRUCTED WITH MAXIMUM 2.5% CROSSFALL. SHOULD
CONSTRUCTED FOOTPATHS EXCEED 2.5% CROSSFALL, THE
CONTRACTOR WILL BE REQUIRED TO RECTIFY BY REMOVING AND
REPLACING AT THEIR COST.
16. CONCRETE FOOTPATH TO BE 100mm THICK N32 WITH SL72 MESH IN
ACCORDANCE WITH NSC STD DWG RS-065, AS1679 AND AS3600 UNO
17. THE CONTRACTOR IS TO CONFIRM THE LOCATION AND DEPTH OF ALL
SERVICE CONDUITS IN VERGE PRIOR TO COMMENCING WORKS. THE
PROVIDE NEW ON GRADE LIP IN LINE STORMWATER
SUPERINTENDANT IS TO BE NOTIFIED OF ANY CONFLICTS WITH WORKS
INLET PIT AS PER NSC STD DWG DS-061 TO DS-063. IDENTIFIED IN THESE PLANS IMMEDIATELY.
MAKE SMOOTH JOIN TO EXISTING Ø375 SW PIPE 18. ALL TRENCH EXCAVATION AND CONSTRUCTION SHALL COMPLY WITH
SL: 21.01 THE REQUIREMENTS OF THE QUEENSLAND WORKPLACE HEALTH AND
IL: 19.76
SAFETY ACT 2011.
19. REMOVE ANY REDUNDANT DRAINAGE OUTLETS FROM THE KERB AND
CHANNEL INCLUDING ANY ASSOCIATED PIPEWORK ACROSS THE
FOOTWAY AND REINSTATE THE KERB AND CHANNEL AND THE
FOOTWAY AREA IN ACCORDANCE WITH COUNCIL GUIDELINES.
20.ROADBASE MATERIAL SHOULD BE PLACED IN LAYERS AT LEAST 75 MM
THICK BUT NOT EXCEEDING 150 MM IN THICKNESS, AND COMPACTED
TO A MINIMUM DENSITY OF 95% OF THE MAXIMUM DRY DENSITY AS
DETERMINED IN ACCORDANCE WITH AUSTRALIAN STANDARD
AS1289.6.2.
21. CONTRACTOR TO UNDERTAKE ROADWORKS TESTING IN ACCORDANCE
WITH NOOSA SHIRE COUNCIL GUIDELINES, DRAWINGS AND
SPECIFICATIONS.
22.INTERNAL CONCRETE TO BE 125MM THICK (EXCLUDING FINISHED
TREATMENTS) N32 IN ACCORDANCE WITH AS1379 AND AS3600. SL72
MESH MIN 50MM TOP COVER TO AS1304. MIN 100MM BASE COURSE
WHERE SUBGRADE CBR <=6. LOCATION AND TYPE OF INTERNAL
CONCRETE JOINTS TO CONFORM TO STRUCTURAL ENGINEERS SPECIFICATION.
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET STORMWATER LAYOUT FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF PLAN CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:100 DATE: 23/09/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
040 20220218 A1 01
Page 22
UP
13
N 73
GRANT STREET 1
90
SITE CATCHMENT AREAS
FRACTION
PAVED AREA ROAD AREA ROOF AREA PERVIOUS
NAME AREA (M²) IMPERVIOUS
(M²) (M²) (M²) AREA (M²)
(%)
EXISTING DEVELOPMENT CATCHMENTS EXISTING 105.5 21.5 129.9 337.8 594.7 43.2
PROPOSED 161.7 75.2 197.2 160.6 594.7 73.0
CHANGE 56.2 53.7 67.3 -177.2 0 29.8
LEGEND
PERVIOUS GROUND
IMPERVIOUS GROUND
DRIVEWAY SURFACE
IMPERVIOUS ROOF
21.17
Gully Pit
IL19.82
375dia
Telstra Pit
Hyd
Power pole
PROPOSED DEVELOPMENT CATCHMENTS
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET STORMWATER CATCHMENT FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF LAYOUT PLANS CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:100 DATE: 23/09/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
045 20220218 A1 01
Page 23
N
B99 (AU_NZ) B99 (AU_NZ)
STANDARDS 2004 STANDARDS 2004
All rights reserved. All rights reserved.
(c) 2022 Transoft Solutions, Inc. (c) 2022 Transoft Solutions, Inc.
B99 (AU_NZ) B99 (AU_NZ)
STANDARDS 2004 STANDARDS 2004
reserved. reserved.
(c) 2022 Transoft Solutions, Inc. All rights (c) 2022 Transoft Solutions, Inc. All rights
AU_NZ)
B
STANDARDS 2909
STAND
04 (AU_NZ)
ARDS
B99
2004 (
U_NZ) A
B99 (AU_NZ) B99 (AU_NZ)
STANDARDS 2004 STANDARDS 2004
All rights reserved. All rights reserved.
(c) 2022 Transoft Solutions, Inc. (c) 2022 Transoft Solutions, Inc.
B99 (AU_NZ) B99 (AU_NZ)
STANDARDS 2004 STANDARDS 2004
reserved. reserved.
(c) 2022 Transoft Solutions, Inc. All rights (c) 2022 Transoft Solutions, Inc. All rights
B99
B9904 (AU_NZ) STANDARDS 2004 (AU_NZ
(c) 2022 Transoft
Solutions, Inc. All
rights reserved.
)
RDS 20
STA
NDA
DSR
B929004 (
AU_
NZ)
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET VEHICLE SWEPT PATHS FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF SHEET 1 OF 2 CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:100 DATE: 23/09/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
060 20220218 A1 01
Page 24
N
ST AN
DA
R B
D S 99
2 004
(A U_
B9904 (AU_NZ)
N Z)
STANDARDS 20
004 (AU_NZ)
B99
STANDARDS 2004 (AU_NZ)
B99
STANDARDS 2004 (AU_NZ)
(c) 2022 Transoft Solutions,
Inc. All rights reserved.
(c) 2022 Transoft Solutions, Inc. All rights reserved.
B99
STANDARDS 2004 (AU_NZ)
(c) 2022 Transoft Solutions,
Inc. All rights reserved.
B99
STANDARDS 2004 (AU_NZ)
(c) 2022 Transoft Solutions,
Inc. All rights reserved.
STANDA
DS 20 R
B99
0 4 (
STANDARD
A
S 2004 (
U
AU_NZ)
_NZ)
2004 (AU_NZ)
B99
STANDARDS 2004 (AU_NZ)
(c) 2022 Transoft Solutions,
Inc. All rights reserved.
B99
STANDARDS 2004 (AU_NZ)
(c) 2022 Transoft Solutions,
Inc. All rights reserved.
B99
STANDARDS 2004 (AU_NZ)
(c) 2022 Transoft Solutions,
Inc. All rights reserved.
B99
STANDARDS 2004 (AU_NZ)
(c) 2022 Transoft Solutions,
Inc. All rights reserved.
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DUPLEX
INTEGRA PARTNERSHIPS TITLE: STATUS:
22 GRANT STREET VEHICLE SWEPT PATHS FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
NOOSA HEADS, QLD, 4567 NATHAN WAGSTAFF SHEET 2 OF 2 CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:100 DATE: 23/09/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
061 20220218 A1 01
Page 25
Appendix B DRAINS Modelling Parameters and Results Project number 20220218 Page 13 of 14 File 20220218 22 Grant SWMP.docx, 2022-09-15 Revision 1 P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 26
Site Catchment Areas for DRAINS Modelling
Project number: 20220218 Calculations: B. Parry
Street Address: 22 Grant St
Locality: Noosa Heads, NSC Date: 5/09/2022
Existing Site
Existing Site Directly connected (m²) Indirectly connected (m²)
22 Grant St Roof 129.9 129.9 -
Impervious Ground 105.5 - 105.5
Driveway 21.5 21.5 -
Total Imp 256.9 151.4 105.5
Total Per 337.8 - 337.8
Site Area 594.7 151.4 105.5
% impervious Effective DCIA = 75% DCIA ICIA +25% ineffective DCIA
113.6 143.4
Impervious 43.2% 19.1% 24.1%
Pervious 56.8%
Proposed Site
Proposed Directly connected (m²) Indirectly connected (m²)
22 Grant St Roof 197.2 197.2 -
Impervious Ground 161.7 161.7
Driveway 75.2 75.2
Total Imp 434.1 272.4 161.7
Total Per 160.6 - 160.6
Site Area 594.7 272.4 322.3
% impervious Effective DCIA = 75% DCIA ICIA +25% ineffective DCIA
204.3 229.8
Impervious 73.0% 34.4% 38.6%
Pervious 27.0%
Page 27
BOM IFDs Frequent and Infrequent Storm Events
Project number: 20220218
Street Address: 22 Grant St
Locality: Noosa Heads, NSC Date: 5/09/2022
Source : http://www.bom.gov.au/water/designRainfalls/revised-ifd/
Location: Latitude -26.457
Nearest Latitude 26.4625 (S)
Longitude 153.08
Nearest Longitude 153.1125 (E)
Date obtained: 29/03/2022
Annual Exceedance
Probability (AEP)
Duration 63.20% 50%# 20%* 10% 5% 2% 1%
1 min 174 196 264 309 352 407 449
2 min 147 167 230 274 317 377 423
3 min 138 157 215 255 294 347 389
4 min 132 149 204 240 276 323 359
5 min 126 142 193 227 260 303 335
10 min 103 116 156 182 206 237 260
15 min 87.4 98.4 132 154 174 200 219
20 min 76.3 86 115 134 153 176 193
25 min 68 76.7 103 120 137 158 174
30 min 61.6 69.5 93.7 110 125 145 160
45 min 48.7 55.1 75 88.3 101 118 131
1 hour 40.9 46.4 63.6 75.3 86.7 102 114
1.5 hour 31.8 36.2 50.2 59.9 69.4 82.3 92.4
2 hour 26.5 30.3 42.4 50.8 59.2 70.6 79.6
3 hour 20.5 23.6 33.4 40.4 47.3 56.9 64.4
4.5 hour 15.9 18.4 26.4 32.1 37.9 45.7 51.9
6 hour 13.4 15.5 22.4 27.3 32.3 39.2 44.6
9 hour 10.4 12.2 17.8 21.8 25.9 31.4 35.8
12 hour 8.76 10.2 15.1 18.5 22 26.8 30.6
18 hour 6.83 8 11.8 14.6 17.5 21.4 24.5
24 hour 5.7 6.68 9.94 12.3 14.7 18.1 20.8
30 hour 4.94 5.79 8.63 10.7 12.8 15.8 18.2
36 hour 4.38 5.13 7.66 9.51 11.4 14.2 16.4
48 hour 3.6 4.21 6.3 7.84 9.47 11.8 13.7
72 hour 2.68 3.14 4.7 5.87 7.12 8.94 10.5
96 hour 2.16 2.52 3.77 4.72 5.74 7.24 8.5
120 hour 1.81 2.12 3.16 3.96 4.81 6.08 7.14
144 hour 1.57 1.83 2.73 3.41 4.14 5.23 6.14
168 hour 1.38 1.62 2.4 3 3.64 4.58 5.36
[OCR of page images]
BOM IFDs Frequent and Infrequent Storm Events
REC:<R
Project number: 20220218
Street Address: 22 Grant St
Locality: Noosa Heads, NSC Date: 5/09/2022
Source = http://www.bom.gov.au/water/designRainfalls/revised-ifd/
Intensit
Location: Latitude 26487 ee {AEP Anal Exceedance Proabity
Nearest Latitude 26.4625 (S) 3000
Longitude 153.08 iit. Legend |
Nearest Longitude 153.1125 (E) xs00 | lea was |
Date obtained: 29/03/2022 oe =< 3%: |]
[ oa x |]
=i H
Annual Exceedance 400 —e— 10% el
Probability (AEP) 300 o
Duration 63.20% SO%H 20%* 10% 5% 2% 1% 200 ae
Fz) 7 Fa 309 3a aa aaa
17 167 230] 77 307 377 a soo =
133 157 23 253] 234 37 39
132 19 24 2a0] 77a 323 359 os
24 12 133 27] 260] 303 335
103 ra 156 12 20 27 260]
wal 384 rH 153 774 20] 79 .
763 86 rr 134 153 74 133
8 763 103 720 137 ra 174
61.6] 69.5] 93.7| 110] 125] 145] 160] »
a5 min 187] $5 75 283 101 rrr) Fr
hour 40.9] 46.4) 63.6] 75.3| 86.7| 102| 114) 5
1.5 hour 318 36.2 50.2 59.9 69.4] 82.3 92.4] +
2 hour 26.5| 30.3 42.4] 50.8 59.2| 70.6 79.6 3
3 hour 20.5] 23.6) 33.4) 40.4} 47.3] 56.9] 64.4) 2
4.5 hour 15.9] 18.4) 26.4) 32.1 37.9] 45.7] 51.9]
[6 hour 13.4] 155 22.4] 273 323 39.2 44.6 ab 4
9 hour 10.4} 12.2| 17.8) 21.8) 25.9] 31.4) 35.8]
12 hour 8.76 10.2| 15.1) 18.5] 22] 26.8) 30.6]
18 hour 6.83 a 118 14.6 175 214] 245 ser 1
24 hour 5.7| 6.68] 9.94) 12.3] 14.7] 18.1] 20.8)
30 hour 4.94) 5.79] 8.63] 10.7] 12.8) 15.8] 18.2| i ii H i i i : i i Eb eis
36 hour 4.38) 5.13] 7.66 9.51] 11.4) 14.2| 16.4 oy 209345 wo 15 30 1 203 6 DR 1 203 4567
48 hour 3.6] 4.21 6.3] 7.84) 9.47] 11.8) 13.7]
72 hour 2.68 3.14] 47] 5.87 72 8.94] 105 Snlattes I hous I days
96 hour 2.16) 2.52| 3.77) 4.72| 5.74] 7.24) 8.5]
120 hour 1.81 2.12| 3.16) 3.96] 4.81 6.08] 7.14) Duration
144 hour 1.57] 1.83] 2.73] 3.41) 4.14) 5.23] 6.14)
168 hour 1.38] 1.62) 2.4) 3 3.64) 458) 5.36] ©Copyright Commonwealth of Australia 2016, Bureau of Meteorology (ABN 92 637 533 532)
Page 28
ARR Datahub Parameters Project number: 20220218 Street Address: 22 Grant St Locality: Noosa Heads, NSC Date: 5/09/2022
Page 29
oun 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 RCP 4.5 2030 0.869 (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%) 2080 1.862 (9.5%) (0.140) 19.4 (0.316) 21.9 (0.311) 21.6 (0.233) 20.4 (0.166) 133 (0.092) 39 (0.024) 24 (0.012) 0.0 (0.000) 00 (0.000) (0.158) 215 (0.258) 25.4 (0.254) 47.4 (0.353) 412 (0.228) 37.7 (0.17) 22.4 (0.093) 16.5 (0.060) 92 (0.031) 37 (0.011) 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%) (0.164) 23.4 (0.228) 278 (0.230) 64.4 (0.393) 54.9 (0.247) 53.9 (0.204) 34.2 (0.116) 26.0 (0.076) 153 (0.041) 62 (0.015) 2.227 (11.5%) (0.168) (0.157) 24.7 23.2 (0.209) (0.165) 30.0 73.5 (0.212) (0.433) 80.8 114.0 (0.417) (0.486) 68.1 90.4 (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) ROP 8.5 0.983 (4.9%) 1.349 (6.8%) 1.773 (9.0%) 2.287 (11.5%) 2.722 (14.2%) 3.209 (16.9%) 3.679 (19.7%) (0.151) 22.0 (0.140) 106.2 (0.553) 138.8 (0.521) 1223 (0.332) 126.5 (0.286) 132.6 (0.265) 88.3 (0.149) 69.5 (0.105) 176 (0.023) Layer Info Time Accessed Version Note remain unchanged 29 March 2022 05:13PM 2019_v1 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.
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DRAINS Modelling Results
Project number: 20220218 Calculations: B. Parry
Street Address: 22 Grant St
Locality: Noosa Heads, NSC Date: 5/09/2022
Pre / Post Comparison
3 3 3
A.E.P Qy Pre (m /s) Qy Post (m /s) Qchange (m /s) Qchange (%)
1 EY 0.016 0.018 0.002 13%
50% AEP 0.018 0.020 0.002 11%
0.2 EY 0.027 0.030 0.003 11%
10% AEP 0.035 0.036 0.001 3%
5% AEP 0.040 0.041 0.001 3%
2% AEP 0.047 0.047 0.000 0%
1% AEP 0.051 0.051 0.000 0%
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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 Project number 20220218 Page 14 of 14 File 20220218 22 Grant SWMP.docx, 2022-09-15 Revision 1 P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
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