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STORMWATER MANAGEMENT ASSESSMENT
Client: Novato Group
Site Location: 9 Bottlebrush Avenue, Noosa Heads QLD 4567
Lot & Plan: Lot 147 RP 88934
Proposed Development: Residential Unit Development
RECOR
Project Reference: 20210008
Contact Person: Benjamin Parry
Contact Phone: (07) 5211 1003
1. INTRODUCTION
RECOR has been commissioned to assess the stormwater management requirements for a
proposed residential unit development in Bottlebrush Avenue, Noosa Heads.
This report outlines the existing drainage patterns and how site run-off is proposed to be
managed for the new development, in accordance with Noosa Shire Council requirements
for stormwater drainage.
The proposed design plans are provided in Appendix A - Proposed Development Plans for
reference.
2. EXISTING SITE DETAILS
2. 1. E X I S T I N G S I T E D E S C R I P T I O N
Lot 147 (RP88934) currently contains an existing residential dwelling and has a total land
area of 505.6m², including approximately 188m² of roof area and 136m² of paved surfaces
(total impervious area: 324m²). The site is steeply sloping with an average grade of between
15% and 20% sloping southwest towards the street frontage (street frontage of 15.09m).
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Page 2
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2021)
2. 2. E X I S T I N G D R A I N A G E P A T T E R N S
Data obtained from the detailed survey and Council’s interactive mapping indicates that the
nearest stormwater drainage is a 375mm diameter pipe located within an easement in the
adjacent property Lot 0 GTP591, discharging to a 750mm stormwater pipe located within
the Bottlebrush Avenue road carriageway.
Kerb and gutter is available on both sides of the road. The nearest kerb inlet pit is
approximately 20m from the property boundary (to the northwest), on the northern side of
Bottlebrush Avenue.
No other stormwater infrastructure has been identified in the site detailed survey and no
kerb adaptors are present within the road frontage of the property. It appears that both roof
water and surface run-off from the site flow downslope toward the road collection system.
3. PROPOSED DEVELOPMENT
3. 1. P R O P O S E D D E V E L O P M E N T D R A I N A G E P A T T E R N
The proposed development increases the impervious area of the site by approximately
33m² (from 324 m2 to approximately 357m²).
Rational method calculations (in accordance with Queensland Urban Drainage Manual
[QUDM]) have been undertaken to quantify the increase in peak runoff from the site for
preliminary sizing of the storage required to mitigate the increase (refer to Appendix B -
Rational Method Calculations for details). A summary of these calculations are provided in
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Table 3.1 - Rational Method calculations
Storage
A.E.P Qy_pre (m3/s) Qy_post (m3/s) Qincrease (m3/s) Estimate (m3)
4 EY 0.0058 0.0059 0.0001 0.0367
1 EY 0.0116 0.0118 0.0002 0.0735
0.5 EY 0.0155 0.0158 0.0002 0.0980
20% AEP 0.0212 0.0216 0.0003 0.1340
10% AEP 0.0263 0.0267 0.0004 0.1660
5% AEP 0.0315 0.0320 0.0005 0.1990
2% AEP 0.0401 0.0408 0.0006 0.2534
1% AEP 0.0463 0.0471 0.0007 0.2927
A 3,000L trafficable underground detention tank, nominally a Graf Platin system or similar
(refer to Appendix C - Graf Platin Detention Tank Brochure for details), is proposed to
attenuate flows to pre-development levels. All roof water will be collected in the detention
tank before discharging (via low flow and overflow outlets) into the site internal drainage
network.
The internal drainage network will collect run-off along the western boundary of the site
discharging to the proposed point of discharge in Bottlebrush Avenue. Two new kerb
connection outlets to Bottlebrush Avenue are proposed as the legal point of discharge to
the road collection system.
To minimise impacts of any overland flows upon the proposed development, surface run-
off from the upstream property will be captured along the northern boundary in a turfed
catch drain graded towards an inlet pit of the internal drainage network.
The site is below the 2,500m² development area that would trigger the State Planning Policy
(SPP, July 2017) stormwater quality requirements, as set out by the Department of
Environment and Resource Management (DERM), so no stormwater quality treatment
targets are required by the development. It is expected that the upgrade of the paved
driveway areas which are currently failing and likely generating sediment and loose material
pollutants, will improve the post-development quality of stormwater discharged from the
site.
The attached Roads and Drainage Layout Plan (refer Appendix A - Proposed Development
Plans) provides further details on the proposed stormwater layout.
The drainage system for the proposed site is to 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.
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3. 2. E R O S I O N A N D S E D I M E N T C O N T R O L M E A S U R E S
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.
Best practice erosion and sediment controls shall be installed to minimise the discharge of
potential contaminants from the site, in accordance with the objectives of Appendix 2 of the
SPP (DERM, July 2017) shown below in Figure 3.1.
Figure 3.1 SPP 2017 Construction Phase Stormwater Management Design Objectives
Appendix A Proposed Development Planscontains the site-specific erosion and sediment
control (ESC) Plan prepared for the development. These include:
1. Sediment fencing is to be installed along the downstream boundaries of the site.
2. A shakedown area is to be installed at the construction site entry/exit points.
3. The catch drain and stormwater drainage line are to be implemented as soon as
practicable to divert upstream run-off from entering the construction site.
4. Sediment inlet filters are to be provided to pits during construction works.
5. A kerb inlet sediment trap is to be in place at the downstream kerb inlet in
Bottlebrush Avenue during construction works.
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In addition to these measures, stockpiles and construction materials will not be stored within
the road reserve and shall be contained by downstream sediment fencing, as well as
covered when required.
3.2.1 Erosion and Sediment Control Monitoring
The control measures described above will be maintained in an effective operational
condition throughout the duration of the construction works.
Regular inspections will be carried out by the contractor and any defects in the erosion and
sediment control devices specified will be remedied as soon as practicable. Inspections to
be carried out (in accordance with the IECA Best Practice Erosion and Sediment Control
[BPESC]) are as follows:
1. Routine Inspection – is to be carried out daily while work is being carried out on site,
or weekly while works are not being carried out.
2. Preventative inspection – to be carried out before rain is forecast.
3. Reactive inspection – to be carried out after a rainfall event sufficient to mobilise
surface sediment on the site.
Documentation of any defects will also be carried out in accordance with BPESC, which
includes recording the date the defect was identified, a description of the defect, the cause
of the defect and measures that can be implemented to reduce the likelihood of the defect
occurring again. Once the device has been repaired, the date of repair and the solution
implemented will also be recorded in the documentation.
4. CONCLUSION
The assessment has described how stormwater run-off from the proposed development will
be managed to comply with the relevant requirements. In summary:
• During construction, erosion and sediment control measures will be employed as
described in Section 3.2. These measures are to be inspected and maintained
regularly during construction, as described in Section 3.2.1.
• As the site development area does not exceed the 2,500m² threshold to trigger the
requirements of SPP 2017, no stormwater quality targets are imposed on the site. It
is noted that the upgrade of the failing driveway access is expected to reduce
potential sediment and gross pollutants entering the downstream waterway by
eliminating loose material and aggregates from the run-off (refer Section 3.1).
• The development will increase the impervious area by approximately 33m² resulting
in an increase to peak runoff from the site. This increase is to be mitigated with the
provision of a 3,000L underground stormwater detention tank (refer Section 3.1).
• A new kerb adaptor in Bottlebrush Avenue is proposed as the legal point of
discharge (refer Section 3.1)
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Proposed Development Plans
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OP WORKS
RESIDENTIAL UNIT DEVELOPMENT ISSUE
NOOSA HEADS
9 BOTTLEBRUSH AVENUE, NOOSA HEADS, QLD 4567
Lot 147 RP 88934
CIVIL WORKS
NOTE: 8. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR
THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS REINSTATEMENT TO BE CARRIED OUT IMMEDIATELY TO THE SATISFACTION
BEFORE OF INFRASTRUCTURE OWNER/MANAGER / AUTHORITY/COUNCIL.
ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR IS TO PROVIDE 9. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL
A WORKPLACE HEALTH AND SAFETY REQUIREMENTS.
MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED INSPECTIONS. SHOULD 10. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE
THE PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE,
CONTRACTOR FAIL TO REQUEST AN INSPECTION, THE CONTRACTOR WILL BE CONTRACTOR TO ALLOW IN SCOPE OF WORKS TO PROVIDE ALL MEASURES
NECESSARY TO ENSURE THE INTEGRITY OF EXISTING BOUNDARIES AND
RESPONSIBLE FOR ALL COSTS TO ALLOW FOR THE WORKS TO BE INSPECTED TO INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW VIBRATION
THE EQUIPMENT, TRENCH SHORING ETC AS REQUIRED.
SATISFACTION OF RECOR. ANY INSPECTIONS THAT FAIL ARE TO BE 11. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON
RE-INSPECTED WITH THESE DRAWINGS, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE
ALL REINSPECTION COSTS TO BE PAID BY THE CONTRACTOR. WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
a. PRESTART 12. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL
CONSTRUCTED WORKS IN ACCORDANCE WITH LOCAL GOVERNMENT
b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF SEDIMENT REQUIREMENTS. UNLESS OTHERWISE ADVISED BY RECOR CONTRACTOR TO
AND EROSION CONTROL MEASURES UNSUITABLE GROUND NOTE COUNCILS ADAC REQUIREMENTS. SITE BOUNDARY
c. SIDE AND CUT OFF DRAINS 13. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT
d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL APPROVALS.
e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT 14. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL,
LANDSCAPE AND OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL
f. STORMWATER STRUCTURE BASE SLABS CONSTRUCTION.
g. SEWER RETICULATION 15. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR DEMOLITION
h. WATER RETICULATION WORKS COMMENCING ON SITE.
i. PAVEMENT SUBGRADE 16. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS
AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O.
j. PAVEMENT REINFORCING
17. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING
k. PAVEMENT PRIOR TO SEALING (PRESEAL) PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT
l. RETAINING WALL FOOTING REINFORCING OF ANY WORKS ON SITE.
m. RETAINING WALL BLOCKWORK PRIOR TO CORE FILL 18. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS IDENTIFIED
IN THE APPROVED VEGETATION MANAGEMENT PLAN. CONTRACTOR TO
n. STEEL REINFORCEMENT OF CONCRETE STRUCTURES ENSURE ALL TREE ROOTS AND STUMPS ARE COMPLETELY REMOVED AND
o. PRACTICAL COMPLETION BACKFILLED TO LEVEL 1 SUPERVISION. CONTRACTOR TO ALLOW TO MULCH
ALL CLEARED VEGETATION AND STOCKPILE ON SITE OR REMOVE FROM SITE
p. ON MAINTENANCE AS DIRECTED.
q. OFF MAINTENANCE 19. DRAWINGS TO BE READ IN CONJUNCTION WITH THE FOLLOWING
r. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER CONSULTANTS/CONTRACTORS DRAWINGS:
DEVELOPMENT APPROVAL) SURVEYOR: SURVEYPLAN
s. ANY OTHER INSPECTION AS REQUIRED BY UNITY WATER AND WHERE ARCHITECT: ZEST BUILDING GROUP
RELEVANT TO THEIR CERTIFICATION SCHEME
HYDRAULICS: TBC
STRUCTURAL: RECOR LOCALITY PLAN
GENERAL NOTES
LANDSCAPE: ZEST BUILDING DESIGN NOT TO SCALE
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN.
20. 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
CONTRACTOR TO ALLOW FOR ALL MEANS NECESSARY TO ACCURATELY WITHIN COUNCIL ROAD RESERVES. CONTRACTOR TO ALLOW FOR ALL COSTS
SETOUT THE WORKS. ASSOCIATED WITH IMPLEMENTATION OF THE TMP.
08/07/21 ISSUED FOR OPW - BRP
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT 21. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL DATE REVISION MARK CHK
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE AUTHORITY APPROVALS RECEIVED FOR THE PROJECT
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT PROJECT ENGINEER
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED 22. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH OPW
STANDARD DRAWINGS AND SPECIFICATIONS U.N.O. APPROVALS BY COUNCIL.
4. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED OUTSIDE OF 23. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE
THE TOLERANCES SPECIFIED WITHIN THE PROJECT SPECIFICATION AND BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF
LOCAL AUTHORITY REQUIREMENTS, THE CONTRACTOR WILL RECTIFY AT THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, ROAD
THEIR COST INCLUSIVE OF ANY ADDITIONAL COSTS INCURRED BY RECOR. RESERVE, PARKS/OPENSPACE, EASEMENTS.
5. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS 24. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION
DRAWINGS AND APPROVALS ON SITE AT ALL TIMES. E [email protected]
SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS
TAKEN BY RECOR OR THE PRINCIPAL FOR THE ACCURACY AND 25. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN
A 37 MARY ST NOOSAVILLE, QLD
COMPLETENESS OF THIS INFORMATION. IT IS THE RESPONSIBILITY OF THE ACCORDANCE WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN AND P +61 7 5211 1003
CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND LEVEL OF CONSTRUCTION CODE (2013).
CLIENT
ALL EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY WORKS. ANY
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT. NOVATO GROUP
CONTRACTOR TO LOCATE AND PROTECT SERVICES AS REQUIRED DURING
PROPOSED WORKS. PROJECT
6. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND UNIT DEVELOPMENT
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN
ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING SERVICES
9 BOTTLEBRUSH AVENUE
CLASHES PRIOR TO COMMENCEMENT OF CIVIL WORKS. CONTRACTOR TO NOOSA HEADS
IMMEDIATELY REPORT ANY DISCREPANCIES TO RECOR AND AWAIT FORMAL
TITLE
DIRECTION PRIOR TO COMMENCING CIVIL WORKS.
7. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL COVER SHEET AND
BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS,
CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND ROAD
LOCALITY PLAN
PAVEMENTS.
PROJECT NO. DRAWING NO. STATUS
20210008 C01 OPW
DRAWN DESIGNED SCALE ISSUE
BRP BRP NTS A
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OP WORKS
ISSUE
LEGEND
FIRE HYDRANT
SIGN
PALM TREE
TREE
WATER METER
SURVEY STN
PERMANENT SURVEY MARK
POWER POLE
EXISTING TREES TO EXISTING ELECTRICAL CONNECTION EXISTING BUILDING TO STREET LIGHT
BE REMOVED TO BE REMOVED. REMOVAL AND BE DEMOLISHED AND ELECTRICITY MARKER
REPLACEMENT TO BE ARRANGED REINSTATE RETAINING WALL TO ELECTRICITY PILLAR
REMOVED OFF SITE STRUCTURAL ENGINEERS
BY SITE SUPERINTENDANT TELECOMMUNICATIONS MARKER
SPECIFICATIONS GAS LINE MARKER
WATER LINE MARKER
STORMWATER M/H
WATER VALVE
SEWER MANHOLE
TRAFFIC LIGHTS
TRAFFIC SIGNAL CONTROL BOX
TELSTRA PIT
STORM WATER
SEWER MAIN
GAS MAIN
WATER MAIN
COMMUNICATION CABLES
TELSTRA CONDUIT
ELECTRICITY
SITE BOUNDARY
EXISTING WALL AND
PAVED AREAS TO BE
EXISTING DRIVEWAY DEMOLISHED AND
TO BE DEMOLISHED EXISTING WATER AND SEWER SERVICES REMOVED FROM SITE
AND MADE GOOD TO BE DISCONNECTED AND CAPPED OFF
DURING CONSTRUCTION
EXISTING DRIVEWAY
TO BE DEMOLISHED
AND REMOVED FROM SITE
08/07/21 ISSUED FOR OPW - BRP
DATE REVISION MARK CHK
PROJECT ENGINEER
NOTE: 8. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS NOTE:
DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN
E [email protected]
1. FOR GENERAL NOTES REFER DWG No. C01, WHICH IS TO BE REQUESTED AND CONFIRMATION THAT WORKS CAN COMMENCE.
VIEWED PRIOR TO COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED.
DRAWINGS, ALL IN-GROUND SERVICES WITHIN THE PROPERTY A 37 MARY ST NOOSAVILLE, QLD
BOUNDARY INCLUDING BUT NOT LIMITED TO: STORMWATER
9. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING DRAINAGE, SEWERAGE, WATER, GAS, ELECTRICAL AND P +61 7 5211 1003
2. THE CONTRACTOR WILL MAKE HIMSELF FULLY AWARE OF THE EXISTING PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT COMMUNICATIONS TO BE SAFELY BE DISCONNECTED, REMOVED
FEATURES OF THIS SITE AND ENSURE ANY ADDITIONAL WORKS NOT SHOWN ON OF ANY WORKS ON SITE. FROM SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR TO CLIENT
THIS PLAN ARE INCLUDED IN THE CONTRACT.
10. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS
ARRANGE ALL NECESSARY APPLICATIONS AND PERMITS WITH THE
RELEVANT AUTHORITIES. SERVICES TO BE CAPPED IN NOVATO GROUP
3. LOCATION AND DEPTH OF EXISTING SERVICES BASED ON SURVEY, DBYD AND AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O. ACCORDANCE WITH RELEVANT SERVICE PROVIDER
COUNCIL RECORDS. IT IS THE CONTRACTORS RESPONSIBILITY TO CONFIRM SPECIFICATIONS AND STANDARD DETAILS PROJECT
ACTUAL LOCATION AND DEPTH PRIOR TO CARRYING OUT ANY EXCAVATION OR UNIT DEVELOPMENT
TRENCHING WORKS.
9 BOTTLEBRUSH AVENUE
4. CONTRACTOR TO LOCATE AND PROTECT ALL EXISTING SERVICES ON SITE
PRIOR TO COMMENCEMENT OF WORKS. NOOSA HEADS
5. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR TO ANY TITLE
DEMOLITION WORKS COMMENCING ON SITE.
6. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE CLEARED, MULCHED AND
EXISTING LAYOUT PLAN
REMOVED FROM SITE IN ACCORDANCE WITH APPROVED VEGETATION
CLEARING PLAN (BY OTHERS) OR IF SCHEDULED STOCKPILE FOR USE BY
LANDSCAPER.
7. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES ON SITE AND MAKE SUITABLE PROJECT NO. DRAWING NO. STATUS
ARRANGEMENTS TO HAVE DISCONNECTED PRIOR TO DEMOLITION WORKS
BEGINNING.
20210008 C02 OPW
DRAWN DESIGNED SCALE ISSUE
BRP BRP 1:75 A
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OP WORKS
ISSUE
LEGEND
CONSTRUCTION ENTRY/EXIT
PROVIDE FABRIC WRAP INLET SHAKEDOWN AREA
PROVIDE SANDBAGS TO
PROTECTION TO PITS DURING STORMWATER DRAINAGE TO CONTROL FLOW OF CATCH
KERB INBLET SEDIMENT TRAP TO BE SEDIMENT FENCE
CONSTRUCTION WORKS AS BE INSTALLED FOR FLOW DIVERSION. DRAIN RUN-OFF TO PIT
INSTALLED AT DOWNSTREAM KERB (INDICATIVE LOCATION)
PER NSC STD DWG ESC-02 REFER ROADS AND DRAINAGE LAYOUT.
INLET AS PER NSC STD DWG ESC-03
CATCH DRAIN
STORMWATER PIPE
STORMWATER PIT
SANDBAG PLACEMENT
PROVIDE TURFED CATCH DRAIN TO DIVERT UPSTREAM
CONSTRUCTION SITE ENTRY
RUN-OFF TO STORMWATER DRAINAGE. REFER ROADS AND
ROCK SHAKEDOWN AREA
DRAINAGE LAYOUT PLAN
SEDIMENT RELEASE GUIDELINES UNLESS THE DEVELOPMENT IS IN FULL COMPLIANCE WITH APPROVED DRAWINGS. TEMPORARY CONSTRUCTION ENTRY/EXIT · AT LEAST DAILY (WHEN WORK IS OCCURRING ON SITE)
THIS STANDARD. 7. PRIOR TO COMMENCEMENT OF CONSTRUCTION APPROVAL 11. FOR CONSTRUCTION ENTRY / EXIT STANDARD DETAIL AND OR WEEKLY (WHEN WORK IS NOT OCCURRING ON SITE)
1. ALL RELEASES OF STORMWATER CAPTURED ONSITE, IS TO BE OBTAINED FROM THE SUPERINTENDENT FOR THE SPECIFICATION REFER TO INTERNATIONAL EROSION · WITHIN 24 HOURS OF EXPECTED RAIN; AND
UNLESS OTHERWISE NOTED IN THIS STANDARD, MUST NOT LOCATION OF THE SITE ACCESS POINT AND WASH DOWN CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST · WITHIN 18 HOURS OF A RAINFALL EVENT (I.E. AN EVENT
EXCEED THE FOLLOWING LIMITS: SEDIMENT CONTROL AREA WHICH ARE TO BE MAINTAINED THROUGHOUT THE PRACTICES STANDARD DRAWINGS EXIT-01 AND EXIT-02 OF SUFFICIENT INTENSITY AND DURATION TO MOBILISE 08/07/21 ISSUED FOR OPW - BRP
1.1. 50mg/L OF TOTAL SUSPENDED SOLIDS (TSS) AS A CONSTRUCTION PERIOD. CONSTRUCTION EXIT - ROCK PAD (CONSTRUCTION SITES SEDIMENT ON SITE). DATE REVISION MARK CHK
MAXIMUM CONCENTRATION; 8. IF SEDIMENT AND EROSION CONTROL DEVICES HAVE BEEN ONLY), EXIT-03 - ROCK PADS FOR BUILDING SITES AND 17. IN ACCORDANCE WITH NC ESC GUIDELINES, MAINTENANCE PROJECT ENGINEER
1. ALL SEDIMENT AND EROSION CONTROL MEASURES TO BE FOUND TO BE DIFFERENT OR FAILED IN SERVICE, OF ESC MEASURES SHALL OCCUR IN ACCORDANCE WITH
1.2. TURBIDITY (NTU) VALUE LESS THAN 10% ABOVE EXIT-04 AND EXIT-05 CONSTRUCTION EXIT - VIBRATION
IN ACCORDANCE WITH INTERNATIONAL EROSION CONTROL CORRECTIVE ACTION IS TO BE UNDERTAKEN IMMEDIATELY THE FOLLOWING TABLE:
BACKGROUND; GRID.
ASSOCIATION (IECA) AUSTRALIA GUIDELINES AND THE WHICH MAY INCLUDE AMENDMENTS' ADDITIONS TO THE
1.3. pH VALUE MUST BE IN THE RANGE 6.5 TO 8.5 EXCEPT SPECIFICATIONS.
WHERE, AND TO THE EXTENT THAT, THE NATURAL ORIGINAL APPROVED EROSION CONTROL PLANS. SUCH KERB INLET
2. SEDIMENT AND EROSION CONTROL DETAILS SHOWN ARE AMENDMENTS ARE TO BE APPROVED BY SUPERINTENDENT,
RECEIVING WATERS LIE OUTSIDE THIS RANGE. MINIMUM REQUIREMENTS. IT IS THE CONTRACTORS 12. FOR KERB INLET STANDARD DETAIL AND SPECIFICATION MAINTENANCE SCHEDULE
2. THE CONCENTRATION OF TSS RELEASED BY DEWATERING IF DEEMED NECESSARY AND RELEVANT. REFER TO INTERNATIONAL EROSION CONTROL TIMEFRAME FOR
RESPONSIBILITY TO INSTALL ADDITIONAL CONTROL ESC MEASURES MAINTENANCE TRIGGER COMPLETION
MAY ONLY EXCEED 50mg/L WHERE IT CAN BE MEASURES AS DEEMED NECESSARY THROUGHOUT ASSOCIATION AUSTRALASIA (IECA) BEST PRACTICES OF MAINTENANCE
DEMONSTRATED AND SUPPORTED THROUGH 9. OVERALL STANDARD DRAWING ESC-03 KERB INLET SEDIMENT TRAPS SEDIMENT BASISIN WHEN SETTLED SEDIMENT EXCEEDS WITHIN 7 DAYS OF THE
CONSTRUCTION. a. TEMPORARY DRAINAGE CONTROL FLOWS SHOULD BE THE VOLUME OF THE SEDIMENT INSPECTION E [email protected]
DOCUMENTATION THAT: 3. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN ALL STORAGE ZONE (SEE COUNCIL'S
2.1. FURTHER SIGNIFICANT RAINFALL IS FORECAST TO DIVERTED AROUND THE WORK SITE WHERE POSSIBLE. REVEGETATION SEDIMENT BASIN DESIGN A 37 MARY ST NOOSAVILLE, QLD
SEDIMENT CONTROL DEVICES IN A FUNCTIONAL ORDER b. ALL DRAINAGE, EROSION AND SEDIMENT CONTROLS GUIDELINES
OCCUR BEFORE THE TSS CONCENTRATION IS LIKELY AND REPLACE ALL BLOCKED SEDIMENT DEVICES AS 13. FOR REVEGETATION STANDARD SPECIFICATION REFER TO OTHER ESC THE CAPACITY OF ESC MEASURES BY THE END OF THE DAY P +61 7 5211 1003
TO BE REDUCED TO 50mg/L; TO BE INSTALLED AND BE OPERATIONAL BEFORE INTERNATIONAL EROSION CONTROL ASSOCIATION MEASURES FALLS BELOW
REQUIRED UNTIL SUCCESSFUL OFF MAINTENANCE OF COMMENCING UP-SLOPE EARTHWORKS.
2.2. RELEASING A HIGHER CONCENTRATION OF TOTAL AUSTRALASIA (IECA) BEST PRACTICES STANDARD CLIENT
WORKS. c. IN AREAS WHERE RUNOFF TURBIDITY IS TO BE
SUSPENDED SOLIDS WILL RESULT IN A BETTER
ENVIRONMENTAL OUTCOME BY PROVIDING STORAGE
4. CONSTRUCTION OF ALL SEDIMENT MANAGEMENT DEVICES CONTROLLED, EXPOSED SURFACES TO BE EITHER
DRAWING R-01 REVEGETATION GENERAL.
REPORTING NOVATO GROUP
TO THE SATISFACTION OF THE SUPERINTENDENT. SHALL MULCHED, COVERED WITH EROSION CONTROL 18. CONTRACTOR IS TO PROVIDE AN UPDATED PROGRAM OF
FOR THE CAPTURE AND TREATMENT OF RUN-OFF BE COMPLETED AND EFFECTIVE PRIOR TO: FIELD INLET PROJECT
BLANKETS OR TURFED IF EARTHWORKS ARE ESC MAINTENANCE AND CONTROL OF ALL STAGES OF
2.3.
FROM THE IMMINENT RAINFALL AND RUN-OFF.
ALL REASONABLE AND PRACTICABLE STEPS HAVE
a. STRIPPING OF TOPSOIL AND GRASS. EXPECTED TO BE DELAYED FOR MORE THAN 14 DAYS.
14. FOR FIELD INLET STANDARD DETAIL AND SPECIFICATION
WORK FOR APPROVAL BY THE SUPERINTENDENT. UNIT DEVELOPMENT
b. BULK EARTHWORKS TO THE SITE. REFER TO INTERNATIONAL EROSION CONTROL
BEEN TAKEN TO TREAT THE WATER WITHIN c. SERVICES INSTALLATION. ASSOCIATION AUSTRALASIA (IECA) BEST PRACTICES 9 BOTTLEBRUSH AVENUE
BEST-PRACTICE TIME FRAMES; SEDIMENT FENCE STANDARD DRAWING ESC-02 GRATED STORMWATER
2.4. FLOCCULENT HAS BEEN APPROPRIATELY APPLIED 5.
d. PAVEMENT CONSTRUCTION
ALL SEDIMENT MANAGEMENT MEASURES ARE TO REMAIN
10. FOR SEDIMENT FENCE STANDARD DETAIL AND (FIELD) INLET SEDIMENT TRAP.
NOOSA HEADS
AND THE CONCENTRATION OF TSS IN THE CAPTURED SPECIFICATION REFER TO INTERNATIONAL EROSION
IN PLACE UNTIL INSTRUCTION IS RECEIVED IN WRITING TITLE
WATER HAS ALREADY SIGNIFICANTLY DECREASED. CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
FROM THE SUPERINTENDENT TO REMOVE ALL OR PART OF OPERATION AND MAINTENANCE
3. FOR ALL OTHER STORMWATER RELEASES, FLOWS AND THE SILT CONTROL APPLICATIONS.
PRACTICES STANDARD DRAWINGS SF-01 AND SF-02
SEDIMENT FENCE.
15. IN ACCORDANCE WITH NC ESC GUIDELINES, ALL ESC EROSION AND SEDIMENT
DISCHARGES FROM THE SITE, THE RELEASE LIMIT 6. THE BULK EARTHWORKS AND SEDIMENT CONTROL LAYOUT MEASURES SHALL BE INSPECTED:
PRESCRIBED IN (1a) ABOVE MUST NOT BE EXCEEDED PLAN SHALL BE READ IN CONJUNCTION WITH THE
CONTROL PLAN
SEDIMENT AND EROSION CONTROL:
CONTRACTOR TO ALLOW FOR PROVISION OF ALL
REQUIRED SEDIMENT AND EROSION CONTROL PROJECT NO. DRAWING NO. STATUS
DEVICES IN ACCORDANCE WITH IECA AND NOOSA
SHIRE COUNCIL POLICIES AND GUIDELINES
20210008 C10 OPW
DRAWN DESIGNED SCALE ISSUE
BRP BRP 1:75 A
Page 10
OP WORKS
ISSUE
LEGEND
3,000L TRAFFICABLE UNDERGROUND
DETENTION TANK CONNECTED TO
2 125X75x3 GALVANISED RHS PIPE 600X600 FIELD INLET PIT CONCRETE DRIVEWAY. 125MM
600X600 FIELD INLET PIT ROOF WATER. 600X600 FIELD INLET PIT
US IL: 29.05m INLET SL: 31.65m 600X600 FIELD INLET PIT THICK N32 WITH SL72 MESH
INLET SL: 30.50m INLET SL: 33.05m
DS IL: 28.79m INLET SL: 35.50m
LENGTH: 6.66m 225mm Ø PP PIPE VERGE TURFED AREA. REFER
225mm Ø PP PIPE 225mm Ø PP PIPE
GRADE: 4.0% US IL: 34.00m ARCHITECTS PLANS.
KERB CONNECTION AS PER US IL: 30.45m US IL: 31.85m
DS IL: 32..23m
NSC STD DWG RS-081 DS IL: 29.64m DS IL: 30.77m ROOF WATER CONNECTION LENGTH: 11.02m
LENGTH: 5.93m LENGTH: 12.13m TO HYDRAULIC ENGINEERS GRADE: 16.5% STORMWATER PIT
GRADE: 14.0% GRADE: 9.0% SPECIFICATION.
STORMWATER PIPE
TURFED CATCH DRAIN
RAINWATER DETENTION TANK
RESIDENTIAL DRIVEWAY
ACCESS. REFER TO NSC STD
DWGS RS-049 & RS-050
CONTRACTOR TO POTHOLE AND
LOCATE SERVICES BELOW TO
LOWER AS REQUIRED TO
ENSURE MIN COVER. ALLOW FOR
ALL ASSOCIATED COSTS
BIN STORE. PROVIDE BUNDED
PROVIDE TURFED CATCH
WASH DOWN AREA TO HYDRAULIC
DRAIN AS PER INSET
ENGINEERS SPECIFICATIONS
REINSTATE UPRIGHT KERB AND
MAKE CLEAN MATCH TO EXISTING
CONNECT WATER METER TO
HYDRAULIC ENGINEERS
SPECIFICATION
ROADWORKS AND DRAINAGE NOTES SPECIFICATION, AND LOCAL AUTHORITY GUIDELINES AND SPECIFICATIONS. WHERE STRUCTURES 2.1. ALL SIGNS TO BE REFLECTORISED CLASS 1 TO AS1906.1:2007 UNLESS NOTED OTHERWISE.
EXCEED MAXIMUM DEPTH AS IDENTIFIED WITHIN STANDARD DRAWINGS THE CONTRACTOR WILL 2.2. SIGNS ARE TO BE INSTALLED WITH THE FOLLOWING CLEARANCES TO EDGE OF SIGN: 08/07/21 ISSUED FOR OPW - BRP
1. REFER HYDRAULIC DRAWINGS FOR BUILDING DRAINAGE DETAILS. ENSURE AN ADEQUATE STRUCTURAL DESIGN IS UNDERTAKEN FOR THE SUBJECT STRUCTURE TO LOCATION CLEARANCE NO KERB 600 BEHIND GUIDE POSTS BARRIER KERB 300 FROM FACE
DATE REVISION MARK CHK
2. ALL ROADWORKS AND DRAINAGE (EXTERNAL TO SITE BOUNDARIES AND/OR COUNCIL OWNED BE CONSTRUCTED TO. MOUNTABLE KERB 500 FROM FACE OF KERB.
DRAINAGE PIPES INTERNAL TO THE SITE BOUNDARIES) CONSTRUCTION AND TESTING TO BE IN 16. CONTRACTOR TO ENSURE ALL MANHOLE STRUCTURES COMPLY WITH THE MAXIMUM DEPTH 2.3. PARKING CONTROL SIGNS TO BE MOUNTED TO FACE APPROACHING TRAFFIC AT 45° TO KERB PROJECT ENGINEER
ACCORDANCE WITH NOOSA SHIRE COUNCIL DEVELOPMENT GUIDELINES, DRAWINGS AND SPECIFIED IN THE PROJECT SPECIFICATION OR LOCAL AUTHORITY FROM FINISHED SURFACE OR CARRIAGEWAY EDGE. ALL OTHER SIGNS TO BE TURNED AWAY BY 5° FROM THE NORMAL
SPECIFICATIONS. LEVEL TO UNDERSIDE OF ROOF SLAB. ANY NON CONFORMANCE IS TO BE RECTIFIED AT THE TO APPROACHING HEADLIGHT.
3. ALL DRAINAGE CONSTRUCTION (PRIVATELY OWNED DRAINAGE LINES INTERNAL TO THE SITE CONTRACTORS EXPENSE. 3. SIGN SUPPORTS
BOUNDARIES) CONSTRUCTED AND TESTED TO BE IN ACCORDANCE WITH RELEVANT AUSTRALIAN 17. ALL FOOTPATHS TO BE CONSTRUCTED IN ACCORDANCE WITH ARCHITECTURAL/LANDSCAPING 3.1. SLEEVED SIGNS SUPPORTS ARE TO BE PROVIDED IN ALL AREAS WHERE THEY ARE IN A
STANDARDS. DRAWINGS AND RELEVANT AUTHORITY STANDARD DRAWINGS AND SPECIFICATIONS. FOOTPATHS PAVED SURFACE.
4. DRAINAGE PITS TO BE PROVIDED WITH Ø150 STUB FOR FUTURE HYDRAULIC CONNECTION TO BE TO BE CONSTRUCTED WITH MAXIMUM 2.5% CROSSFALL. SHOULD CONSTRUCTED FOOTPATHS 4. LINEMARKING
MINIMUM 50mm ABOVE INVERT OF PIT. EXCEED 2.5% CROSSFALL, THE CONTRACTOR WILL BE REQUIRED TO RECTIFY BY REMOVING AND 4.1. REDUNDANT LINEMARKING IS TO BE GROUND OFF.
5. ALL STORMWATER DRAINAGE PIPES INTERNAL TO SITE SHALL BE: REPLACING AT THEIR COST. 4.2. THERMOPLASTIC LINEMARKING TO BE USED FOR ALL CONCRETE.
a) Ø225 PP BLACKMAX OR APPROVED EQUIVALENT. 18. WHERE A STORMWATER DRAINAGE TRENCH HAS BEEN CONSTRUCTED LONGITUDINALLY IN THE
b) Ø450 TO Ø600 PP SN8 RUBBER RING JOINTED, BLACKMAX OR APPROVED EQUIVALENT. ROAD, THEN THE FINAL PAVEMENT SURFACE REPAIR WIDTH IS TO MATCH THE EXISTING LANE E [email protected]
6. ALL STORMWATER DRAINAGE PIPES EXTERNAL TO SITE SHALL BE Ø300 AND GREATER CLASS 2 WIDTH AND TERMINATE 50mm CLEAR OF THE ROAD CENTERLINE OR LANE LINE LINEMARKING TO
OR 3 R.C. RUBBER RING JOINTED ALLOW FOR THE BITUMEN EMULSION JOINT SEAL. REINSTATEMENT OF SURFACE ADJACENT TO A 37 MARY ST NOOSAVILLE, QLD
THE KERB OR ROAD PAVEMENT EDGE TO EXTEND FULLY TO THE KERB LINE OR EDGE OF
7. ALL STORMWATER PIPES ARE TO BE MANUFACTURED TO RELEVANT AUSTRALIAN STANDARDS
PAVEMENT. P +61 7 5211 1003
INCLUDING BUT NOT LIMITED TO AS4058 AND AS1992.
8. STORMWATER DRAINAGE AND STRUCTURES HAVE BEEN DESIGNED FOR OPERATIONAL LOADS 19. THE CONTRACTOR IS TO CONFIRM THE LOCATION OF SERVICE CONDUITS WITH THE
CLIENT
ONLY. CONTRACTOR TO CONSIDER CONSTRUCTION LOADINGS AND ENSURE NO EXCESSIVE SUPERINTENDENT PRIOR TO LAYING STORMWATER DRAINAGE. ALL TRENCH EXCAVATION AND
LOADS ARE PLACED ON STORMWATER DRAINAGE OR STRUCTURES. CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE QUEENSLAND WORKPLACE
HEALTH AND SAFETY ACT 2011.
NOVATO GROUP
9. CONTRACTOR TO CONFIRM LOCATION AND LEVEL OF EXISTING STORMWATER DRAINAGE WHERE TURFED CATCH DRAIN
CONNECTING ON TO EXISTING. 20. REMOVE ANY REDUNDANT DRAINAGE OUTLETS FROM THE KERB AND CHANNEL INCLUDING ANY
PROJECT
ASSOCIATED PIPEWORK ACROSS THE FOOTWAY AND REINSTATE THE KERB AND CHANNEL AND Upstream Catchment
10. CONTRACTOR TO NOTIFY THE SUPERINTENDENT OF ANY UNSUITABLE FOUNDING MATERIAL
WITHIN DRAINAGE TRENCH OR STORMWATER STRUCTURES AND AWAIT DIRECTION PRIOR TO THE FOOTWAY AREA IN ACCORDANCE WITH COUNCIL GUIDELINES.
NOTE:
Area = 750m² UNIT DEVELOPMENT
21. ROADBASE MATERIAL SHOULD BE PLACED IN LAYERS AT LEAST 75 MM THICK BUT NOT EXCEEDING tc = 5 mins
LAYING OF PIPES.
11. WHERE KERB ADAPTORS ARE TO BE LOCATED ADJACENT TO FOOTPATH CONTRACTOR TO 150 MM IN THICKNESS, AND COMPACTED TO A MINIMUM DENSITY OF 95% OF THE MAXIMUM DRY
EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN fi = 0.75 (assumed) 9 BOTTLEBRUSH AVENUE
DENSITY AS DETERMINED IN ACCORDANCE WITH AUSTRALIAN STANDARD AS1289.6.2. Qmax (1% AEP) = 0.07m³/s
INSTALL 125mm x 75mm x 3mm HOT DIPPED GALVANISED RHS FROM EACH KERB ADAPTOR TO
PROPERTY BOUNDARY. 22. CONTRACTOR TO UNDERTAKE ROADWORKS TESTING IN ACCORDANCE WITH NOOSA SHIRE
DRAWINGS, ALL IN-GROUND SERVICES WITHIN THE PROPERTY
BOUNDARY INCLUDING BUT NOT LIMITED TO: STORMWATER 200mm
NOOSA HEADS
12. TRENCH BACKFILL UNDER PAVEMENT TO BE COMPACTED TO 100% STANDARD DRY DENSITY COUNCIL GUIDELINES, DRAWINGS AND SPECIFICATIONS. 1V:2H Sf = 3%
DRAINAGE, SEWERAGE, WATER, GAS, ELECTRICAL AND TITLE
(AS1289 5.1.1) IN LAYERS NOT EXCEEDING 150mm OF CBR 15 MATERIAL OR APPROVED 23. CONCRETE TO BE 125MM THICK (EXCLUDING FINISHED TREATMENTS) N32 IN ACCORDANCE WITH Hydraulic Radius = 0.15m
COMMUNICATIONS TO BE SAFELY BE DISCONNECTED, REMOVED
AS1379 AND AS3600. SL72 MESH MIN 50MM TOP COVER TO AS1304. MIN 100MM BASE COURSE Mannings n (QUDM - grass channel) = 0.035
EQUIVALENT. TRENCH BACKFILL IN ROADS TO BE MINIMUM CBR15 MATERIAL UP TO ROAD
SUBGRADE LEVEL. WHERE SUBGRADE CBR <=6.
FROM SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR TO
ARRANGE ALL NECESSARY APPLICATIONS AND PERMITS WITH THE
300mm V = 1.42m/s ROADS AND DRAINAGE
13. ALL STORMWATER GRATES/LIDS WITHIN TRAFFICABLE AREAS TO BE CLASS "D" IN ACCORDANCE
WITH AS3996. STANDARD SIGNS AND LINE MARKING NOTES
RELEVANT AUTHORITIES. SERVICES TO BE CAPPED IN
ACCORDANCE WITH RELEVANT SERVICE PROVIDER Area Catch Drain = 0.1m² LAYOUT PLAN
14. ALL GRATES AND LIDS SHALL SIT FLAT WITH ITS SURROUND AND NOT BE LOOSE OR MOVE UNDER 1. GENERAL Area required (Qmax/V) = 0.05m²
SPECIFICATIONS AND STANDARD DETAILS
WHEEL LOADS. 1.1. ALL SIGNS AND PAVEMENT MARKING IS TO BE IN ACCORDANCE WITH THE QUEENSLAND
15. ALL STORMWATER STRUCTURES TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT TRANSPORT MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (CURRENT EDITION).
2. SIGNS PROJECT NO. DRAWING NO. STATUS
20210008 C20 OPW
DRAWN DESIGNED SCALE ISSUE
BRP BRP 1:75 A
Page 11
EARTHWORKS NOTES
EARTHWORKS GRADING OP WORKS
1. FOR GENERAL NOTES REFER DWG C01, WHICH IS TO BE REQUESTED AND ISSUE
VIEWED PRIOR TO COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED.
2. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF 100MM S2 S3 S4
OVER THE EXTENT OF THE WORKS UNLESS DIRECTED OTHERWISE AND
STOCKPILED FOR FUTURE USE AS NON-STRUCTURAL FILL IF REQUIRED, OR
REMOVE FROM SITE.
3. WHERE SITE TOPSOIL IS TO BE RESPREAD ON SITE, CONTRACTOR TO
ALLOW TO SCREEN THE TOPSOIL OF ALL UNSUITABLE AND OVERSIZED EARTHWORKS CUT
MATERIAL. ALL UNSUITABLE MATERIAL GENERATED FROM SCREENING TO BE
REMOVED FROM SITE AT CONTRACTORS EXPENSE.
4. CONTRACTOR TO ALLOW FOR ALL COSTS ASSOCIATED WITH ROCK 29.01 30.80 30.80
EXCAVATION WITHIN CONTRACT RATES.
5. COMPACT THE EXPOSED SUBGRADE OR LOOSE TOP LEVEL MATERIAL TO A EARTHWORKS FILL
MINIMUM 98% STANDARD MAXIMUM DRY DENSITY TO AS1289 5.1.1. ANY 'SOFT
SPOTS' IDENTIFIED BY THE PROOF ROLLING SHALL BE REMOVED AND S1 S1
REPLACED WITH A COMPACTED IMPORTED GENERAL FILL MATERIAL TO THE
ABOVE COMPACTION REQUIREMENTS.
6. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND COMPACTED FINISHED EARTHWORKS LEVEL
WHERE NECESSARY TO OBTAIN SUBGRADE/PLATFORM LEVEL. IMPORTED
GENERAL FILL MATERIAL SHALL BE CLEAN GRADED MATERIAL FREE OF
29.01
ORGANIC MATTER AND STONES GREATER THAN 150mm AND CAPABLE OF
BEING COMPACTED INTO COHERENT FILLING TO THE SPECIFIED STANDARD.
THE MATERIAL SHALL HAVE A LINEAR SHRINKAGE NOT GREATER THAN 8%
AND A MINIMUM C.B.R. OF 10%.
7. ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE
PROPERTY BOUNDARY OF THE SUBJECT SITE, INCLUDING REAR OF
RETAINING WALL DRAINAGE INFRASTRUCTURE FOR RETAINING WALLS IN
CUT.
8. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR CONFIRMATION
OF RETAINING WALL COLOUR AND FINISH.
9. ALL RETAINING WALL STRUCTURAL DESIGN AND CONSTRUCTION
CERTIFICATION BY MANUFACTURER / INSTALLER.
10. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 2' SOIL
ENGINEERING SUPERVISION IN ACCORDANCE WITH APPENDIX B OF AS 3798.
THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL PROVIDE
CERTIFICATION THAT ALL GENERAL EARTHWORKS OPERATIONS HAVE BEEN
CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS
AND THE CONTROLLED FILL IS SUITABLE FOR PURPOSE WITH A MINIMUM
150KPA BEARING CAPACITY UNDER THE PLATFORM/STRUCTURES.
30.80 30.80
11. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED TO
98% STANDARD MAXIMUM DRY DENSITY (AS 1289 5.1.1) IN LAYERS NOT
30.80
EXCEEDING 150MM COMPACTED THICKNESS.
12. THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL PROVIDE
CERTIFICATION THAT ALL GENERAL EARTHWORKS OPERATIONS HAVE BEEN
CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS.
13. CONTRACTOR TO UNDERTAKE ALL EARTHWORKS TESTING TO COMPLY WITH
THE PROJECT SPECIFICATION AND LOCAL AUTHORITY REQUIREMENTS.
14. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN
ACCORDANCE WITH LANDSCAPE DRAWINGS. S2 S3 S4
15. FINISHED EARTHWORKS SURFACES TO BE STABILISED
16. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE
CONTENT.
17. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING.
18. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED
MANAGEMENT PLANS. S1 - DRIVEWAY SECTION VIEW
19. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES ARE
INSTALLED INCLUDING BUT NOT LIMITED TO SHAKE DOWNS, SILT FENCE ETC.
20. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS OR
RETAINING WALLS (TEMPORARY OR PERMANENT) AS PER RELEVANT
AUSTRALIAN STANDARDS AND LEGISLATION.
21. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON
UNPAVED ROADS, ACCESS TRACKS AND STOCKPILES AT A SUFFICIENT
LEVEL TO SUPPRESS DUST GENERATION. ADDITIONALLY CONTRACTORS
REINSTATE EXISTING RETAINING
ARE TO COVER OR ENCLOSE STOCKPILES WHERE REASONABLY PRACTICAL
WALL TO STRUCTURAL ENGINEERS
TO RESTRICT DUST MOVEMENT. SPECIFICATION AS NECESSARY
22. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS
DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN
CONFIRMATION THAT WORKS CAN COMMENCE.
23. ALL BATTERS TO BE KEYED/STEPPED INTO EXISTING MATERIAL AS DIRECTED
BY GEOTECHNICAL ENGINEER. CONTRACTOR TO ALLOW FOR ALL
KEYING/STEPPING AS REQUIRED. RETAINING WALL TO STRUCTURAL
ENGINEERS SPECIFICATIONS
SL
24. ALL TEMPORARY AND FINAL BATTER SLOPES ARE TO BE INSPECTED AND
36
APPROVED BY GEOTECHNICAL ENGINEER. CERTIFICATION OF LONG TERM INDICATIVE LOCATION OF EXISTING WATER MAIN.
.0
SL
9
SL
CONTRACTOR TO LOCATE AND LOWER IF REQUIRED
35
STABILITY TO BE PROVIDED BY GEOTECHNICAL ENGINEER PRIOR TO
35
.6
TO MAINTAIN MIN 800mm COVER. CONTRACTOR TO
0
.4
PRACTICAL COMPLETION.
0
LODGE WITH SERVICE PROVIDER AND ALLOW FOR
25. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT ALL ALL ASSOCIATED COSTS.
CONSTRUCTED CUT/FILL BATTERS AND RETAINING STRUCTURES ON THE RESIDENTIAL DRIVEWAY ACCESS
SITE HAVE ACHIEVED ADEQUATE STABILITY WITH A LONG-TERM FACTOR OF REFER TO NSC STD DWGS RS-049 & RS-050
SAFETY GREATER THAN OR EQUAL TO 1.5 AGAINST GEOTECHNICAL
FAILURES. FOR BASEMENT LAYOUT REFER TO
SL
SL
26. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS INCLUSIVE
32
ARCHITECTURAL PLANS
32
.5
SL
.4
7
OF TOPSOIL LAYER. REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR
0
INDICATIVE LOCATION OF EXISTING TELSTRA LINE.
32
BUILDING SLAB THICKNESSES AND HYDRAULIC DRAWINGS FOR SUB-FLOOR
.0
CONTRACTOR TO LOCATE AND LOWER IF REQUIRED TO
0
SL
UMEN
DRAINAGE FOR DETERMINATION OF REQUIRED BULK EARTHWORKS MAINTAIN MIN 600mm COVER. CONTRACTOR TO LODGE WITH EXISTING BIT
31
BITUMEN
SERVICE PROVIDER AND ALLOW FOR ALL ASSOCIATED EXISTING
.2
SURFACE.
0
COSTS. BRP
27. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS INCLUSIVE 08/07/21 ISSUED FOR OPW -
SL
RO LLOVER
30
OF 100mm TOPSOIL LAYER. DATE REVISION MARK CHK
.1
4
28. FOR DETAILED GEOTECHNICAL INFORMATION, REFER GEOTECHNICAL MAX
0
0
1 in 4
.0
.0
PROJECT ENGINEER
31
31
INVESTIGATION REPORT. IT IS RECOMMENDED THAT THE GEOTECHNICAL
SL
1 in 6
FL
FL
28
CONSULTANT BE CONTACTED TO CONFIRM THE SOIL CONDITIONS PRIOR TO 1 in 20 SHORING / STEPPED BATTERING OF
.8
6
1 in 40
3
EARTHWORKS COMMENCING. EARTHWORKS TO GEOTECHNICAL
.4
1 in 8
29
1
ENGINEERS SPECIFICATION
.2
29. WHERE NOMINATED ON THE PROJECT DRAWINGS, PRELOADING IS TO
FL
29
8
2
.0
.0
FL
29
OCCUR IN ACCORDANCE WITH THE PROJECT DRAWINGS, PROJECT
29
3,000L RAINWATER DETENTION
FL
FL
SPECIFICATION AND GEOTECHNICAL REPORT. CONTRACTOR TO ALLOW FOR TANK TO MANUFACTURERS
THE IMPORT AND REMOVAL OF ALL NECESSARY MATERIAL TO UNDERTAKE SPECIFICATIONS
1.5m 2.0m 2.53m 1.5m 4.67m 1.5m 22.11m
THE PRELOADING OPERATIONS. CONTRACTOR TO ALLOW TO INSTALL
SETTLEMENT PLATES AT LOCATIONS NOMINATED BY THE GEOTECHNICAL
ENGINEER AND ALLOW FOR WEEKLY MONITORING AND REPORTING BY
SURVEY. PRELOAD IS NOT TO BE REMOVED UNTIL DIRECTED BY THE E [email protected]
SUPERINTENDENT.
30. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT.
A 37 MARY ST NOOSAVILLE, QLD
P +61 7 5211 1003
CLIENT
S2 - DRIVEWAY ACCESS SECTION S3 - VISITOR PARKING SECTION S4 - RESIDENT PARKING SECTION
NOVATO GROUP
PROJECT
SHORING OF EARTHWORKS
TO GEOTECHNICAL SHORING OF EARTHWORKS
UNIT DEVELOPMENT
1.2m BOUNDARY WALL
ENGINEERS SPECIFICATION TO GEOTECHNICAL
ENGINEERS SPECIFICATION 9 BOTTLEBRUSH AVENUE
INDICATIVE EXISTING BUILDING OUTLINE
NOOSA HEADS
SL
SL
29
PARTITION WALL TO BIN
29
SL
.5
SL
SL
.4
ENCLOSURE
29
225Ø PP STORMWATER PIPE
29
29
TITLE
.3
.2
SL
.2
EXISTING DRIVEWAY
SL
RETAINING WALL TO
34
BA TT
33
ER TO BE REMOVED RETAINING WALL TO
.0
TO
CONCRETE DRIVEWAY STRUCTURAL ENGINEERS
.9
SL
BULK EARTHWORKS AND
EX
ISTIN
1:10 TO EXISTING STRUCTURAL ENGINEERS
SL
G
SL
SL
SPECIFICATION
33
SL
SL
SPECIFICATION
33
.4
31
31
EXISTING BITUMEN
31
31
.2
.7
.6
.7
.7
SITE SECTIONS
TO BE REMOVED
5
5
7
7
.9
.9
28
28
FL
FL
1.2m 4.3m CONCRETE DRIVEWAY AREA AND VISITOR PARKING
0
0
0
.6
.2
.0
3,000L TRAFFICABLE RAINWATER 1.0m 13.6m 0.5m
31
32
31
PROJECT NO. DRAWING NO. STATUS
FL
W
DETENTION TANK CONNECTED TO
FL
CONCRETE DRIVEWAY AREA AND RESIDENT PARKING/STORE
0
TO
.0
ROOF WATER
31
20210008 C30 OPW
FL
0
0
1.0m 12.41m 1.68m 225Ø PP STORMWATER PIPE
.0
.0
31
31
DRAWN DESIGNED SCALE ISSUE
FL
FL
BRP BRP 1:100 A
Page 12
OP WORKS
LINE OF LEVEL 1 OVER ISSUE
LINE OF LEVEL 1 OVER
DRIVEWAY
LIFT
UP
LIFT
HONED CONCRETE FINISH
HONED CONCRETE FINISH
2 3 4 5
2 3 4 5 6 7
UP 2
1 19 1
UP
18 2
17 3 1 19 1
18 2
16 4
17 3
15 5
14 6 16 4
15 5
13 7
14 6
SHARED VISITOR, 12 8
13 7
11 9
SCOOTER & M'BIKE 10 SHARED VISITOR, 12 8
11 9
SCOOTER & M'BIKE
FIRE STAIRS 10
FIRE STAIRS
STORE 1 STORE 2 STORE 3 STORE 4 STORE 1 STORE 2 STORE 3 STORE 4 STORE 5 STORE 6
STORE 1 STORE
PARKING BAY 2 SWEPT PATH IN - B99 PARKING BAY 7 SWEPT PATH IN - B85 SHARED PARKING SPACE SWEPT PATH IN - B99
LINE OF LEVEL 1 OVER
LINE OF LEVEL 1 OVER
DRIVEWAY
LIFT
LIFT UP
HONED CONCRETE FINISH
HONED CONCRETE FINISH
2 3 4 5 6 7 2
2 3 4 5
UP
UP
1 19 1
1 19 1 18 2
18 2 17 3
17 3 16 4
16 4 15 5
15 5 14 6
14 6 13 7
13 7
SHARED VISITOR, 12 8
SHARED VISITOR, 12 8 11 9
11 9 0 SCOOTER & M'BIKE
SCOOTER & M'BIKE 10
10
FIRE STAIRS
FIRE STAIRS
STORE 1 STORE 2 STORE 3 STORE 4 STORE 5 STORE 6 STORE 1 STOR
STORE 1 STORE 2 STORE 3 STORE 4
PARKING BAY 2 SWEPT PATH OUT - B99 PARKING BAY 7 SWEPT PATH OUT - B85 SHARED PARKING SPACE SWEPT PATH OUT - B99
07/07/21 ISSUED FOR OPW - BRP
DATE REVISION MARK CHK
PROJECT ENGINEER
TURNING PATH NOTES
4.91
1. TURNING CIRCLES AND VERTICAL
PATH SHOWN TO A MINIMUM B85
VEHICLE AS DEFINED BY AS2890.1
1500 TRANSITION 1500 PATH ZONE TO BOUNDARY 1500 MM 3745 MM 1500 ROLLOVER SHARED VISITOR PARKING FACILITIES - OFF STREET
1:8 1:40 1:6 MAX 1:6 MAX 1:4 MAX PARKING CAR PARKING. 0.92 2.8
2. REFER TO ARCHITECTURAL PLANS
FOR FULL DETAILS OF DRIVEWAY
AISLE AND PARKING AREA
B85 Vehicle (Realistic min radius) (2004) E [email protected]
Overall Length 4.910m
FIRE STAIRS
DIMENSIONS. Overall Width
Overall Body Height
1.870m
1.421m
A 37 MARY ST NOOSAVILLE, QLD
3. REFER TO ARCHITECTURAL PLANS
Min Body Ground Clearance 0.159m P +61 7 5211 1003
FOR WHEEL STOP AND BOLLARD Track Width 1.770m
DETAILS WHERE NECESSARY Lock-to-lock time 4.00s
Curb to Curb Turning Radius 5.750m CLIENT
NOVATO GROUP
PROJECT
5.20 UNIT DEVELOPMENT
9 BOTTLEBRUSH DRIVE,
NOOSA HEADS
3.05 0.95
TITLE
B99 Vehicle (Realistic min radius) (2004)
Overall Length
Overall Width
Overall Body Height
5.200m
1.940m
1.878m
TURNING PATH ANALYSIS
Min Body Ground Clearance 0.272m
Track Width 1.840m
Lock-to-lock time 4.00s
Curb to Curb Turning Radius 6.250m
PROJECT NO. DRAWING NO. STATUS
20210008 C40 OPW
VERTICAL CLEARANCE OF DRIVEWAY SECTION - B85
DRAWN DESIGNED SCALE ISSUE
BRP BRP NTS A
Page 13
Rational Method Calculations
Page 7 of 8
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 14
Rational Method Calculations
Project number: 20210008 Calculations: B. Parry
Street Address 9 Bottlebrush Ave
Locality: Noosa Heads, Noosa Shire Council Date: 12/07/2021
Lot 147 RP 88934
Site Area Composition
Existing Site Roof Area: 188.407 m2 Developed Site Roof Area: 161.348 m2
Existing Site Paved Area: 135.9653 m2 Developed Site Paved Area: 196.082 m2
Existing Site Total (Impermeable): 324.3723 m2 Developed Site Total (Impermeable): 357.43 m2
Existing Site Total (Permeable): 181.2037 m2 Developed Site Total (Permeable): 148.146 m2
Total Site Area: 505.576 m2 Increase Impermeable Area: 33.058 m2
0.003 Ha.
Time of Concentration
Existing Site Proposed Site
tc 5.0 mins tc 5.00 mins
Rational Method - Peak Flow Calculation
Existing Site Proposed Site
Area (Ha.) 0.051 Ha. Area 0.051 Ha.
fi 0.642 Fi 0.707
1 1
I10 74.9 mm/hr I10 74.9 mm/hr
C10 0.83 C10 0.84
A.E.P Fy Cy Iy Qy (m3/s) A.E.P Fy Cy Iy Qy (m3/s)
4 EY 79.00 0.0058 3 Month (4 EY) 79.00 0.0059
1 EY 0.8 0.663 125.00 0.0116 1 (1 EY) 0.8 0.673 125.00 0.0118
0.5 EY 0.85 0.704 157.00 0.0155 2 (0.5 EY) 0.85 0.715 157.00 0.0158
20% AEP 0.95 0.787 192.00 0.0212 5 (0.2 EY) 0.95 0.799 192.00 0.0216
10% AEP 1 0.828 226.00 0.0263 10 (10% AEP) 1 0.841 226.00 0.0267
5% AEP 1.05 0.870 258.00 0.0315 20 (5% AEP) 1.05 0.883 258.00 0.0320
2% AEP 1.15 0.953 300.00 0.0401 50 (2% AEP) 1.15 0.968 300.00 0.0408
1% AEP 1.2 0.994 332.00 0.0463 100 (1 in 100) 1.2 1.010 332.00 0.0471
Pre / Post Comparison
AEP Qincrease (m3/s) Estimated storage (m3)
4 EY 0.0001 0.0367
1 EY 0.0002 0.0735
0.5 EY 0.0002 0.0980
20% AEP 0.0003 0.1340
10% AEP 0.0004 0.1660
5% AEP 0.0005 0.1990
2% AEP 0.0006 0.2534
1% AEP 0.0007 0.2927
Page 15
Very Frequent Storm Events
Project number: 20210008
Street Address: 9 Bottlebrush Drive, Noosa Heads
Locality: Noosa Heads, Noosa Shire Council
Source : http://www.bom.gov.au/water/designRainfalls/revised-ifd/
Location: Latitude:
-26.396 [Nearest grid cell: 26.3875 (S)]
Longitude:
153.09 [Nearest grid cell: 153.0875 (E)]
Date obtained: 25/06/2021
Exceedance
per Year (EY)
Duration 12EY 6EY 4EY 3EY 2EY 1EY 0.5EY# 0.2EY*
1 min 81.1 91.7 110 122 140 172 216 268
2 min 70.6 78.8 93.3 104 119 146 184 233
3 min 65.5 73.5 87.5 97.5 112 137 173 218
4 min 61.4 69.3 83 92.7 107 131 164 206
5 min 57.90 65.60 79.00 88.40 102.00 125.00 157.00 196.00
10 min 45.3 52 63.4 71.5 82.8 102 128 158
15 min 37.4 43.2 53.1 60.1 69.9 86.5 108 134
20 min 32.1 37.1 45.8 52 60.7 75.5 94.6 117
25 min 28.2 32.7 40.5 46 53.8 67.4 84.4 105
30 min 25.2 29.3 36.3 41.4 48.6 61 76.5 95
45 min 19.4 22.6 28.1 32.2 38 48.3 60.7 76.1
1 hour 16 18.6 23.3 26.7 31.6 40.6 51.1 64.5
1.5 hour 12.1 14.1 17.7 20.3 24.3 31.5 39.9 51
2 hour 9.85 11.5 14.5 16.7 20.1 26.3 33.4 43.1
3 hour 7.42 8.68 11 12.8 15.4 20.4 26.1 34
4.5 hour 5.61 6.58 8.39 9.76 11.9 15.9 20.4 26.9
6 hour 4.63 5.44 6.95 8.11 9.88 13.3 17.2 22.8
9 hour 3.55 4.18 5.36 6.27 7.67 10.4 13.5 18.1
12 hour 2.95 3.48 4.47 5.24 6.42 8.75 11.4 15.4
18 hour 2.28 2.7 3.47 4.07 5 6.82 8.87 12.1
24 hour 1.9 2.25 2.89 3.39 4.17 5.69 7.41 10.1
30 hour 1.65 1.95 2.51 2.94 3.61 4.93 6.42 8.8
36 hour 1.47 1.73 2.22 2.6 3.2 4.37 5.69 7.81
48 hour 1.21 1.42 1.83 2.14 2.63 3.58 4.67 6.43
72 hour 0.903 1.06 1.37 1.6 1.96 2.67 3.47 4.79
96 hour 0.719 0.85 1.1 1.28 1.58 2.15 2.79 3.84
120 hour 0.595 0.706 0.915 1.08 1.32 1.8 2.34 3.22
144 hour 0.504 0.602 0.786 0.927 1.14 1.56 2.02 2.78
168 hour 0.434 0.523 0.688 0.815 1.01 1.38 1.79 2.45
[OCR of page images]
Very Frequent Storm Events
Project number: 20210008
REC:.<R
Street Address: 9 Bottlebrush Drive, Noosa Heads
Locality: Noosa Heads, Noosa Shire Council
Source: Titp://www.bom.gov.au/water/designRainfalls/revised-ifd/
Location: Latitude:
-26.396 [Nearest grid cell: 26.3875 (5)] tan Sep tere oe any
Longitude: 500
153.09 [Nearest grid cell: 153.0875 (E)] sa legend
20 F o2ev
Date obtained: 25/06/2021
Exceedance
per Year (EY)
Duration 12EY 6EY EY BEY 2EY 1EY O.SEV# 0.2EY*
2 min 81.1 91.7 110 122 140 172 216| 268]
2 min 70.6 78.8 93.3 104 119 146 184 233
3 min 65.5 73.5 87.5 97.5 112 137 173 218]
4 min 61.4 69.3 83 92.7 107 131 164 206|
5 min 57.90) 65.60) 79.00) 88.40 102.00 125.00 157.00 196.00
10 min 45.3 52 63.4 71.5 82.8] 102 128 158
15 min 37.4 43.2 53.1 60.1 69.9 86.5 108 134
20 min 32.1 37.1 45.8] 52 60.7 75.5, 94.6 117
25 min 28.2 32.7 40.5 46 53.8 67.4 84.4 105
30 min 25.2 29.3 36.3 41.4] 48.6] 61 76.5 95
45 min 19.4 22.6 28.1 32.2 38 48.3 60.7 76.1
1 hour 16 18.6 23.3 26.7 31.6 40.6] S11 64.5
1.5 hour 12.1 14.1 17.7 20.3 24.3 315 39.9 51
2 hour 9.85 115 14.5 16.7 20.1 26.3 33.4 43.1
3 hour 7.42 8.68 11 12.8 15.4 20.4 26.1 34
4.5 hour 5.61 6.58 8.39 9.76 11.9 15.9 20.4 26.9
6 hour 4.63 5.44 6.95 8.11 9.88] 13.3 17.2 22.8
9 hour 3.55 4.18] 5.36 6.27 7.67 10.4 13.5 18.1
[12 hour 2.95 3.48 4.47 5.24 6.42 8.75 11.4 15.4
[18 hour 2.28 27. 3.47 4.07 5 6.82 8.87 12.1
24 hour 19) 2.25 2.89 3.39 4.17 5.69 7.41 10.1
30 hour 1.65 1.95 2.51 2.94 3.61 4.93 6.42 8.8
36 hour 1.47 1.73 2.22 2.6 3.2) 437 5.69 7.81
48 hour 1.21 1.42 1.83 2.14 2.63 3.58 4.67 6.43
72 hour 0.903 1.06 1.37 16 1.96 2.67 3.47 4.79
96 hour 0.719 0.85 11 1.28 1.58 2.15 2.79 3.84
[120 hour 0.595 0.706 0.915 1.08 1.32 rr) 2.34 3.22
[144 hour 0.504 0.602 0.786 0.927 1.14 1.56 2.02 2.78
[168 hour 0.434 0.523 0.688 0.815 1.01 1.38 1.79 2.45
os}
OseY
1ey
3EY
aey
a
—
—
—o— 2x
—o
a
— «ay
°
ist 8
2 345 15 30 1 2 3 6 2 1 2 3 4567
minutes
Duration
©Copyright Commonwealth of Australia 2016, Bureau of Meteorology (ABN 92 637 533 532)
Page 16
IFDs Frequent and Infrequent Storm Events
Project number: 20210008
Street Address: 9 Bottlebrush Drive, Noosa Heads
Locality: Noosa Heads, Noosa Shire Council
Source : http://www.bom.gov.au/water/designRainfalls/revised-ifd/
Location: Latitude:
-26.396 [Nearest grid cell: 26.3875 (S)]
Longitude:
153.09 [Nearest grid cell: 153.0875 (E)]
Date obtained: 25/06/2021
Annual
Exceedance
Probability
(AEP)
Duration 63% 50%# 20%* 10% 5% 2% 1%
1 min 172 194 262 307 349 404 444
2 min 146 166 229 272 314 372 417
3 min 137 156 214 253 292 344 384
4 min 131 148 202 238 274 320 355
5 min 125.00 141.00 192.00 226.00 258.00 300.00 332.00
10 min 102 115 155 180 205 235 258
15 min 86.5 97.6 131 153 173 199 217
20 min 75.5 85.2 115 134 152 175 191
25 min 67.4 76.1 103 120 136 157 173
30 min 61 68.9 93.2 109 124 144 158
45 min 48.3 54.7 74.6 87.8 101 117 130
1 hour 40.6 46.1 63.3 74.9 86.2 101 113
1.5 hour 31.5 36 50 59.6 69 81.8 91.6
2 hour 26.3 30.1 42.2 50.6 58.9 70.2 79
3 hour 20.4 23.5 33.3 40.2 47.2 56.6 64
4.5 hour 15.9 18.4 26.4 32.1 37.8 45.6 51.7
6 hour 13.3 15.5 22.4 27.3 32.3 39.1 44.4
9 hour 10.4 12.1 17.8 21.8 25.8 31.4 35.8
12 hour 8.75 10.2 15.1 18.5 22 26.8 30.7
18 hour 6.82 7.99 11.9 14.6 17.5 21.4 24.5
24 hour 5.69 6.68 9.94 12.3 14.8 18.1 20.9
30 hour 4.93 5.78 8.63 10.7 12.9 15.9 18.3
36 hour 4.37 5.12 7.66 9.53 11.5 14.2 16.4
48 hour 3.58 4.2 6.3 7.86 9.5 11.8 13.8
72 hour 2.67 3.13 4.7 5.88 7.15 8.98 10.5
96 hour 2.15 2.51 3.77 4.73 5.76 7.27 8.53
120 hour 1.8 2.11 3.16 3.96 4.83 6.1 7.16
144 hour 1.56 1.82 2.72 3.41 4.16 5.24 6.15
168 hour 1.38 1.61 2.4 3 3.65 4.59 5.37
[OCR of page images]
IEDs Frequent and Infrequent Storm Events
ae
Project number: 20210008
Street Address: 9 Bottlebrush Drive, Noosa Heads a0
Locality: Noosa Heads, Noosa Shire Council
Source : http://www.bom.gov.au/water/designRainfalls/revised-ifd/
Locator Laude tr See tee ema aay
-26.396 [Nearest grid cell: 26.3875 (S)] 3000 T T
Longitude: 2000 }- Legend
153.09 [Nearest grid cell: 153.0875 (E)] 1500 | —s— 1%
3000 + ——
Date obtained: 25/06/2021 750 b
—o— x
500 |
Annual
Exceedance
Probability
(AEP)
Duration 63% 50%# 20%* 10% 5% 2% 1%
amin 172) 194 262 307 349) 404 444
2 min 146] 166 229 272 314 372 417
3 min 137| 156 214 253 292 344 384
4 min 131) 148 202 238 274 320 355
5 min 125.00] 141.00] 192.00] 226.00) 258.00] 300.00} 332.00)
10 min 102) 115 155) 180) 205 235 258
15 min 86.5) 97.6 131 153) 173 199 217
20 min 75.5) 85.2 115) 134) 152 175) 191)
25 min 67.4) 76.1 103 120) 136 157 173
30 min 61 68.9 93.2, 109) 124 144) 158
[45 min 48.3 54.7| 74.6 87.8 101 117 130)
{1 hour 40.6 46.1 63.3 74.9) 86.2 101) 113)
1.5 hour 31.5) 36 50 59.6 69 81.3 91.6
2 hour 26.3 30.1 42.2, 50.6 58.9] 70.2] 79)
3 hour 20.4) 23.5 33.3 40.2 47.2 56.6 64 aL 4
[4.5 hour 15.9) 18.4] 26.4 32.1) 37.8 45.6 51.7]
6 hour 13.3 15.5] 22.4 27.3 32.3 39.1 44.4) os
9 hour 10.4) 12.1) 17.8| 21.8 25.8 31.4) 35.8
12 hour 8.75) 10.2| 15.1] 18.5) 22 26.8 30.7)
18 hour 6.82] 7.99 11.9] 14.6 175] 21.4 24.5] 2 ae i 1 i ii A i H faba
24 hour 5.69 6.68 9.94 12.3 14.8 18.1) 20.9 a aa a0: * 2 a 3 $ % x Bs eat SRO
30 hour 4.93 5.78 8.63 10.7) 12.9] 15.9] 18.3 [ INgESE I ae I ae ]
36 hour 437 5.12| 7.66 9.53 115] 14.2| 16.4)
[48 hour 3.58 4.2| 6.3) 7.86 95) 11.3] 13.8 Duration
72 hour 2.67] 3.13 47 5.88 7.15 8.98 10.5)
96 hour 2.15] 2.51 3.77 473 5.76| 7.27) 8.53
120 hour 1.8] 2.11 3.16 3.96 4.83 6.1| 7.16 ‘©Copyright Commonwealth of Australia 2016, Bureau of Meteorology (ABN 92 637 533 532)
144 hour 1.56 1.82| 2.72, 3.41) 4.16 5.24 6.15)
168 hour 1.38 1.61] 2.4] 3 3.65 4.59) 5.37]
Page 17
Rare Storm Events
Project number: 20210008
Street Address: 9 Bottlebrush Drive, Noosa Heads
Locality: Noosa Heads, Noosa Shire Council
Source : http://www.bom.gov.au/water/designRainfalls/revised-ifd/
Location: Latitude:
-26.396 [Nearest grid cell: 26.3875 (S)]
Longitude:
153.09 [Nearest grid cell: 153.0875 (E)]
Date obtained: 25/06/2021
Annual
Exceedance
Probability (1
in x)
Duration 1 in 100 1 in 200 1 in 500 1 in 1000 1 in 2000
1 min 444 495 574 637 702
2 min 417 473 556 624 696
3 min 384 432 507 566 630
4 min 355 398 465 518 574
5 min 332.00 371.00 431.00 479.00 530.00
10 min 258 286 331 367 404
15 min 217 242 280 310 341
20 min 191 213 247 273 301
25 min 173 192 223 247 273
30 min 158 177 205 228 251
45 min 130 145 169 188 208
1 hour 113 126 147 163 181
1.5 hour 91.6 103 119 133 147
2 hour 79 88.3 103 114 126
3 hour 64 71.3 82.7 91.7 101
4.5 hour 51.7 57.4 66.3 73.4 80.7
6 hour 44.4 49.2 56.7 62.6 68.7
9 hour 35.8 39.6 45.5 50.2 55
12 hour 30.7 33.9 39 43 47.1
18 hour 24.5 27.2 31.4 34.7 38.1
24 hour 20.9 23.3 27 29.9 33
30 hour 18.3 20.9 24.5 27.4 30.6
36 hour 16.4 18.9 22.4 25.3 28.3
48 hour 13.8 16 19.1 21.7 24.5
72 hour 10.5 12.2 14.7 16.8 19.1
96 hour 8.53 9.89 11.9 13.6 15.5
120 hour 7.16 8.29 9.99 11.4 13
144 hour 6.15 7.12 8.57 9.79 11.1
168 hour 5.37 6.23 7.49 8.55 9.71
[OCR of page images]
Rare Storm Events
Project number:
Street Address:
20210008
9 Bottlebrush Drive, Noosa Heads
- &
ah
Locality: Noosa Heads, Noosa Shire Council
Source : http://www.bom.gov.au/water/designRainfalls/revised-ifd/
Location: Latitude: Intensity *AEP - Annual Exceedance Probability
° * immvh) “EY - Exceedance per Year
-26.396 [Nearest grid cell: 26.3875 (S)] {000 a : : —— = : : ——
Longitude:
153.09 [Nearest grid cell: 153.0875 (E)]
Date obtained: 25/06/2021
Annual
Exceedance
Probability (1
inx)
Duration Lin 100 Lin 200 1in 500 Lin 1000 1in 2000
min al 495 574] 637 702
2 min 417] 473 556| 624 696
3 min 384 432 507| 566 630]
[4 min 355 398| 465| 518 574]
5 min 332.00 371.00] 431.00] 479.00 530.00]
10 min 258 286| 331] 367 404]
15 min 217 242 280] 310 341]
20 min 191 213 247] 273 301]
25 min 173 192 223| 247 273
30 min 158 17 205| 228 251
[a5 min 130 145 169 188 208|
Lhour 13 126 147 163 181 A |
1.5 hour 91.6 103 119 133 147 Legend |
2 hour 79 38.3 103 114 126 cies 5550Nb
3 hour 64 713 82.7 917 101 2 4
4.5 hour 517 57.4 66.3 734 80.7 Fim 2000
6 hour 44.4 49.2 567 62.6 687 —e— 1inso0
9 hour 35.8 39.6 45.5 50.2 55 1F)—e— 1 in 200 |
12 hour 30.7 33.9 39 43 471 ieee KCBS
18 hour 24.5 27.2 31.4 347 38.1 os —— i : : i : : : Pb:
24 hour 20.9 23.3 27 29.9 33 2345 tu 9 1 2 3. 6 2 23 4567
30 hour 18.3 209 245 274 30.6
36 hour 16.4 18.9 22.4 25.3 28.3 minutes I pours, I anys
[48 hour 13.8 16 19.1 217 24.5
72 hour 10.5| 12.2 147 16.8 19.1 Duration
96 hour 853 9.89 119 13.6 15.5
120 hour 7.16 8.29} 9.99 11.4) 13 ©Copyright Commonwealth of Australia 2016, Bureau of Meteorology (ABN 92 637 533 532)
144 hour 6.15 72 8.57 9.79 114
168 hour 5.37 6.23 7.49 8.55 971
Page 18
Graf Platin Detention Tank Brochure
Page 8 of 8
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 19
GRAF UNDER GROUND STORM WATER TANKS [OCR of page images] a \ \ I \ \ as a MRRSRERe a eC SSO LL ) ae eee SURO As TANKS
Page 20
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Contents
To select
The Graf Platin System 3-5 system y your
know theou need to
Detention Tank 6-7 following
1 . Detentio :
n or reten
Retention Tank 8-9 tion?
2. Requir
ed volum
e of syste
Accessories 10-11 3. Discha
m?
rge flow ra
te or orific
e size?
4. Depth
of invert le
of discharg vel or lega
e? l point
Graf Fast Facts
Graf brings 50 years’ experience to the world wide rainwater
and storm water management industry.
All tanks are patented meaning Graf’s unique features and
designs are only available from Graf.
German award winning design – sold in over 60 countries.
All tanks are suitable for car loading when installed with the
Car Telescopic shaft and lid.
Ground water stable.
Full sized 600mm manhole, easy access to filter and
tank maintenance.
Suitable for either storm water retention or detention.
Tanks made from recyclable materials.
Supplied as a complete system.
Reece Product Quality Guarantee
All products enjoy a product replacement warranty.
For full warranty details visit
www.reece.com.au/productquality
Page 21
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Graf Underground Systems
As the urban environment continues to
grow, the need for effective storm water
management is becoming more and
more important.
Many councils and local authorities now require a detention
tank to capture and hold rainwater on the property and slowly
release it back into the storm water network to ensure flash
flooding of storm water drains does not occur. The council or
local authority will usually nominate the amount of water to be
detained and the flow rate back into the storm water system.
With a national focus on water savings by collecting rainwater
the installation of a retention system allows for both the
detention of water to meet local requirements plus the benefit property owner. Thus replacing the need to buy an additional
of rain water harvesting – a quality filtration system enables rainwater tank. The property owner can use this retained
clean quality rainwater to be collected in the Graf Platin Tank. water for flushing toilets, filling washing machines and
watering gardens.
Sized and set up correctly the tank will detain the specific
amount of water required by the council before letting it drain Due to its shallow excavation and strong construction,
slowly back into the storm water network. It will also provide the Graf Platin underground tank it is ideally suited as
the retention of a suitable amount of rainwater for use by the either a detention tank or a retention tank system.
Graf Storm Water Management
• Unlimited capacity
• Suitable for detention and retention
• Variable flow control
• Reduce risk of flooding on public storm water drains
• Easily set up to meet the specifications of the site requirement
GRAF UNDERGROUND STORMWATER TANKS 3
Page 22
||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
Graf Platin
Shallow Excavation
Finally a system that offers all the advantages of a traditional water tank without taking up vital space in your property.
The innovative Platin tank range by Graf is specifically designed for storage underground.
• Minimum installation, which translates into short • Designed to prevent flotation
installation times, lower costs and less angle of repose • Internal seamless joins
• Suitable for lawn or garden installation or for car
loading (with Type B lid)
• Award winning German design, made in Australia
• Fully accredited to AS4766 and ANZS 1546.1 12 YEAR
E
QU
• Small footprint = less digging
TE
AL
• Suitable for storm water retention/detention and IT Y
G UARA
N
• Groundwater stable rainwater harvesting
• Suitable for pedestrian or car loading
Full sized lockable Attractive tank
manhole cover
Integrated filter Suitable for
technology vehicle loading
Groundwater
stable
Minimal
installation depth
Technical Data
Graf Platin Tank 1500 Litres 3000 Litres 5000 Litres 6000 Litres 10,000 Litres
(2 x 3000L tanks) (2 x 5000L tanks)
Weight 82 kg 180 kg 250 kg
L 2100 mm 2450 mm 2890 mm
W 1250 mm 2100 mm 2300 mm
H 700 mm 735 mm 950 mm
Htot* 1015 mm 1050 mm 1265 mm
Minimum Hole Size 2300 x 1450 2650 x 2300 3090 x 2500 2650 x 4900 3090 x 5300
(L x W x H) x 1155mm x 1190mm x 1405mm x 1190mm x 1405mm
* Htot = total height
Maximum Height Maximum Height
Std Shaft & Lid Trafficable Lid and Shaft
Minimum
Height
600 340 600 440
140
185 185 185 185 265
315
Htot Htot
H
W L
4 GRAF UNDERGROUND STORM WATER TANKS
Page 23
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Graf Platin
Less digging. Less work. Fewer costs
80% less digging compared with a cylindrical tank*. Save more than 150 wheelbarrow loads of soil*.
Platin® 3000 L Cylindrical tank
3000 L
Low installation depth –
so no slope angle required
Excavation approx 7.6m3 Excavation approx 49m3
*Based on a vertical, cylindrical tank with a useable volume of 3000 ltr, a height of 1.90m and a diameter of 2.20m. Calculation of excavation is under consideration of a
ditch bottom of 10cm, a sidewise distance of 50cm and a slope with 45° gradient.
Filters
Minimax Filter System Minimax Filter Package Includes:
Designed with a minimal height offset • Filter and Housing
between the inlet and outlet, this is a great • Inlet & Outlet Adaptors
option where there is minimal fall in the • Rodent Guard
storm water pipes. This mosquito proof
filter provides over 95% water yield. • 2 Spannfix Collars for easy connection
• Roof areas up to 350 sqm • Emergency Storm Water Overflow
Siphon
• Standard 100mm connections
• Inlet calming pipe which takes incoming
• Optional spray cleaning unit (reduces water right to the base of the tank.
maintenance requirements)
• Filter insert mesh width 0.35mm
Plumbing is a minimum 305mm
below the surface.
Minimax Filter System
Shafts and Lids
Telescopic Telescopic shaft
shaft and lid (standard) and lid (Car – Type B)
This standard shaft and lid is specifically designed for non-vehicle Designed specifically to cope with the weight of passenger
loading which makes it ideal for general garden use. The shaft can vehicles, this shaft can be adjusted from 140mm – 440mm and
be adjusted from 140mm to 340mm and tilted up to 5º to make tilted up to 5º to sit flush with the ground level. Includes a child
installation to finished ground level easy. Includes a tough, long safe cast iron lid.
lasting child proof lockable PE lid. Maximum weight: 3.5 tonnes Gross Vehicle Mass
Maximum weight: 150kg
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Detention Tank
Storm water detention systems play an important role in the reduction of storm water flow during
rainfall events and help reduce strain on the public storm water network, particularly in built up areas.
Detention systems usually consist of a tank volume which is emergency overflow will operate if the tank ever exceeds its
used for the temporary storage of storm water in the event of maximum level. The detention tank water discharges slowly into
heavy rainfall, and a controlled flow device to limit the incidence the storm water network until it is completely empty and remains
of localised flooding by controlling the rate of water flow into available once more as a temporary storage tank for the next
the storm water system. A trash grate is highly recommended rainfall event.
to avoid blockage of the controlled flow outlet. Please note the
Inlet water pipe
Telescopic shaft and lockable manhole
Emergency storm water overflow
Controlled flow outlet
Connection to storm water
Inlet calming pipe
Please note: Trash grate may be required with detention tank (refer p10)
Detention Tank Outflow Rate
1
limited outflow
flow rate in l/sec.
2
1. Outflow rate
without controlled
flow device
2. Outflow rate
Flow duration in hrs with controlled
Retention volume increases flow device
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Tanks/Packages
Detention Tank Product Range
1909116 Graf Storm Water Detention Tank Std 1500L Includes:
Detention • Graf Platin Tank
1909118 Graf Storm Water Detention Tank Std 3000L
Standard • Std Telescopic Lid & Shaft
• PVC controlled flow outlet*
1909120 Graf Storm Water Detention Tank Std 5000L Package • Interconnect tank seal – red x 1
1909126 Graf Storm Water Detention Tank Car 1500L Includes:
Detention • Graf Platin Tank
1909128 Graf Storm Water Detention Tank Car 3000L
Car • Car Telescopic Lid & Shaft
• PVC controlled flow outlet*
1909130 Graf Storm Water Detention Tank Car 5000L Package • Interconnect tank seal – red x 1
1909122 Graf Storm Water Twin Detention Tanks Std 6000L Twin Includes:
• 2 x Graf Platin Tank
1909124 Graf Storm Water Twin Detention Tanks Std 10,000L Detention • 2 x Std Telescopic Lid & Shaft
Standard • PVC controlled flow outlet*
Package • Interconnect tank seal – red x 3
1909132 Graf Storm Water Twin Detention Tanks Car 6000L
1909134 Graf Storm Water Twin Detention Tanks Car 10,000L
Twin Includes:
• 2 x Graf Platin Tank
Detention • 2 x Car Telescopic Lid & Shaft
Car • PVC controlled flow outlet*
*Drilled orifice size will depend on the “required outlet flow rate”. Package • Interconnect tank seal – red x 3
This is the controlled flow outlet shown in the drawing opposite.
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Retention Tank
The Graf retention system is a combination of detention and rainwater harvesting. The system
works much like the detention tank however in this case, the rainwater is harvested and used
by the property owner for their own needs in addition to the authorities required detention
volume of the site.
For example, rainwater harvesting can be used for:
• Watering gardens • Flushing toilets • Washing machines • Cleaning
The use of rainwater means that up to 50% of drinking water available for temporary storage. Following the rainfall event, the
can be saved, and up to 85% of water can be saved for position of the outflow prevents the detention tank from being
commercial properties. completely emptied, while the usable volume remains in the tank.
The retention tank is designed so that the rainwater first fills the
retention (rain harvesting) capacity. When the capacity is full, the
outflow is activated and the detention capacity also becomes
Graf Minimax Filter
Controlled flow outlet
Connection to storm water
Storm water detention
Pump
Rainwater harvesting
Please note: Graf Minimax filter removes the requirement for a trash grate
The volume distribution (detention volume/retention volume) can be individually manufactured
according to your specifications.
Retention Tank Outflow Rate
1
limited outflow
2
1. Outflow rate
without controlled
flow device
2. Outflow rate
with controlled
Storage Flow duration in hrs
volume holds Retention volume increases
flow device
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Tanks/Packages
Retention Tank Product Range
1909115 Graf Storm Water Retention Tank Std 1500L Includes:
1909117 Graf Storm Water Retention Tank Std 3000L Retention • Graf Platin Tank
• Std Telescopic Lid & Shaft
Standard • Minimax Filter Package
1909119 Graf Storm Water Retention Tank Std 5000L
Package • Interconnect tank seal – red x 1
• DWV pipe with cap and drilled orifice
1909125 Graf Storm Water Retention Tank Car 1500L
Includes:
1909127 Graf Storm Water Retention Tank Car 3000L Retention •• Graf Platin Tank
Car Telescopic Lid & Shaft
1909129 Graf Storm Water Retention Tank Car 5000L Car • Minimax Filter Package
Package • Interconnect tank seal – red x 1
• DWV pipe with cap and drilled orifice
1909121 Graf Storm Water Twin Retention Tanks Std 6000L
Includes:
1909123 Graf Storm Water Twin Retention Tanks Std 10,000L Twin • 2 x Graf Platin Tank
Retention • 2 x Std Telescopic Lid & Shaft
1909131 Graf Storm Water Twin Detention Tanks Car 6000L Standard • Minimax Filter Package
Package •• Interconnect tank seal – red x 3
DWV pipe with cap and drilled orifice
1909134 Graf Storm Water Twin Detention Tanks Car 10,000L
Includes:
Twin • 2 x Graf Platin Tank
*Drilled orifice size will depend on the “required outlet flow rate”. Retention • 2 x Car Telescopic Lid & Shaft
This is the controlled flow outlet shown in the drawing opposite. Car • Minimax Filter Package
• Interconnect tank seal – red x 3
Package • DWV pipe with cap and drilled orifice
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Accessories
A range of accessories are available to meet council or site specific
requirements. Other accessories are available on request e.g. Class D lid.
Stainless Steel Flow Controlled Outlet 1909135
• Stainless steel, pushes into rubber
ringed 110mm pipe
• Fully adjustable from 1L per second
to 6.5L per second
• Fitted and set per engineers
specification
Graf Retention/Detention Poly Weld Flange 150-300mm 1909136
• Various sizes available:
150mm – 225mm – 300mm
• Other sizes upon request
• Fully PE welded stub flanges with
galvanised backing rings
Graf Retention/Detention Trash Grate 1909137
• Protects outlet from being
blocked by debris
• Galvanised maximesh
• Easy removal and maintenance
• Handle accessible from manhole
– no requirement to enter tank
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Graf Grated Lid Class B For Car Package 1909138
• Fully galvanised class B grate
• Allows for full access to tank
• Adjustable between 140mm
and 440mm
• Lockable 600mm manhole
• Suitable for surface water intake
• Trash grate may be required
• Only use with detention
Graf Grated Lid For Standard Package 1909139
• Fully galvanised class B grate
• Allows for full access to tank
• Adjustable between 140mm
and 440mm
• Lockable 600mm manhole
• Suitable for surface water intake
• Trash grate may be required
• Only use with detention
Graf Extension Riser 400mm 1908906
• For use with any of the telescopic • The optional extension riser is for
dome shafts to increase the use with any of our telescopic
height of the lid dome shafts to increase the height
of the lid. Ideal for areas with low
• Ideal for areas with low storm storm water pipes, areas prone
water pipes, areas prone to to freezing and where an existing
freezing and where an existing hole is too deep. Always refer to
hole is too deep installation instructions when
using this item.
Vada V75-S Pump & Rain2main Package 9501386
Coupled with the Vada Rain2Main, • 24 month warranty
the Vada V75-S pump is the premium • Maximum working pressure: 500 KPa
automatic rainwater control system.
The V75-S is designed for many Applications:
years of reliable service where Supply toilet(s), washing machines,
absolute silence, high pressure and garden taps, sprinklers and
solid reliability are required. The irrigation systems
Vada V75-S pump sits inside the tank
while the Vada Rain2Main component 9501393
is mounted outside the tank. If the Vada Rain2Main Wall Mount Accessory Kit
tank is empty, the Vada Rain2Main For use with the V75-S submersible pump for
will revert to mains supply. remote mounting of the Rain2Main Unit
Should your installation have different requirements, please
contact your nearest Reece branch regarding other pump options.
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Don’t risk it, use a licensed plumber. ™
Reece. Works for you.™
Call 1800 032 566 or visit www.reece.com.au for your
nearest Reece store.
The manufacturer/distributor reserves the right to vary specifications or delete
models from their range without prior notification. The manufacturer/distributor
takes no responsibility for printing errors. Printed on Australian
All products enjoy a product replacement warranty. For full warranty details visit made, Precision Laser.
www.reece.com.au/productquality
V1 [BROCHURE CODE 2120697]