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22 Delorme Street
20220130
Forde Property
Stormwater Management Plan
June 2022
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Full text of sections 2 to 19 (of 32)
Section 2
Document control record
Document prepared by:
RECOR Pty Ltd
ABN 89 647 469 707
37 Mary Street
Noosaville, QLD 4566
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 20220130-SWMP01 Project number 20220130
File path C:\12dS\data\RecorSYN\20220130 22 Delorme St_545\03 Engineering\02 CIV\02
Reports\RECOR Preliminary Stormwater Management Report - 20220130.docx
Client Forde Property
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 19/05/2021 Initial Version B. Parry N. Wagstaff N. Wagstaff
1 08/06/2022 Revised Arch layout B. Parry N. Wagstaff N. Wagstaff
Current revision 1
Approval
Author signature Approver signature
Name B. Parry Name N. Wagstaff
RPEQ: 26443
Title Civil Engineer Title NSW Manager
recorconsulting.com
A 37 Mary St, Noosaville Qld 4566 E [email protected]
P +61 7 5211 1003
Section 3
Contents
Introduction .................................................................................................................................... 4
Site Details...................................................................................................................................... 5
2.1. Existing Site Description & Drainage .................................................................................................. 5
2.2. Existing Drainage Patterns .................................................................................................................. 5
2.3. Proposed Development Drainage Pattern ......................................................................................... 6
2.4. Flood Considerations ........................................................................................................................... 7
Stormwater Quantity ....................................................................................................................... 8
3.1. Pre-Post Comparison........................................................................................................................... 8
Stormwater Quality........................................................................................................................11
4.1. Construction Phase............................................................................................................................11
4.2. Operational Phase .............................................................................................................................12
Conclusion....................................................................................................................................13
Appendices
Appendix A
Proposed Development Concept Plans
Appendix B
DRAINS Modelling Parameters and Results
Project number 20220130
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Section 4
INTRODUCTION RECOR has been engaged to prepare a Stormwater Management Report to accompany a development application for a residential duplex development located on the corner of Safari Street and Delorme Street, Noosa Heads. This report investigates the stormwater management considerations for the existing and proposed development site and assesses how the run-off from the site is to be managed in accordance with Noosa Shire Council requirements for stormwater drainage. Project number 20220130 File RECOR Preliminary Stormwater Management Report - 20220130.docx, 2022-05-19 Page 4 of 16 Revision 1 P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Section 5
SITE DETAILS
2.1. Existing Site Description & Drainage
The existing site, known in real property terms as Lot 136 RP 160425, is located at 22 Delorme Street having frontage
to both Delorme Street and Safari Street. The existing site contains a residential dwelling with a site area of 528m².
A locality map of the site is presented below in Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2022)
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2022)
2.2. Existing Drainage Patterns
Based on site contours shown in Figure 2.2 - Site Contours (Noosa Council Intramaps, 2022) below, and survey of
the site which did not identify any internal stormwater infrastructure, the run-off from the site is expected to discharge
as overland surface flows towards the south and to the west. With sandy soils typical of the locality, a portion of the
surface run-off is likely to be reduced due to infiltration into the ground. Remaining surface flows are captured
downstream within the drainage network present at the corner of Wyandra Street and Safari Street.
Roof run-off is conveyed by downpipes below ground to a kerb adaptor outlet observed in the Safari Street frontage.
Upstream surface run-off enters the property across the northern boundary of the site from an adjacent residential
dwelling, however infiltration of this run-off into the sandy soils is also considered to reduce the impact of these
overland flows.
Project number 20220130
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Section 6
Figure 2.2 - Site Contours (Noosa Council Intramaps, 2022)
2.3. Proposed Development Drainage Pattern
2.3.1 Stormwater Concept
The internal stormwater drainage network will be provided to ensure collection of surface run-off as well as allowing
for capture of upstream run-off at the boundary and discharge from subsoil drainage of retaining walls.
Roof run-off from the new building will be drained via downpipes into a stormwater attenuation tank. The tank is
sized to reduce the overall developed site flows to pre-development levels, ensuring discharge from the site
minimises any impact to the downstream environment.
The internal drainage and attenuated roof outflows will be conveyed and discharged via kerb adaptors replacing
the existing within Safari Street, being the lawful point of discharge from the development consistent with the existing
drainage characteristics.
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.
Project number 20220130
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Section 7
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. It is not expected that that the proposed development will be subject to flooding. Project number 20220130 File RECOR Preliminary Stormwater Management Report - 20220130.docx, 2022-05-19 Page 7 of 16 Revision 1 P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Section 8
STORMWATER QUANTITY
3.1. Pre-Post Comparison
As the development proposes to increase the impervious area of the site by approximately 119m² (from 247m² to
366m²), there is likely to be a minor increase in peak flows from the site. The site has therefore been modelled using
the DRAINS software to assess the impact on peak flows, comparing the existing site conditions to the proposed
development.
In accordance with ARR2019, an Initial Loss-Continuing Loss (IL-CL) model has been used to assess the site against
the ensemble of storm temporal patterns for the East Coast North region. The loss parameters and temporal patterns
have been imported from the ARR Datahub, and rainfall intensities have been imported from the Bureau of
Meteorology IFD rainfall data allowing for a 20% increase to rainfall depths to account for future climate change
patterns.
The parameters obtained from the Australian Rainfall and Runoff (ARR) Data Hub for the location and the rainfall
IFD data obtained from the Bureau of Meteorology have been imported into Drains to generate the storm events.
The models have been run using the ensemble of storm events for 1EY, 50%, 0.2EY, 10%, 5%, 2% and 1% Annual
Exceedance Probability (AEP) for durations from 1 minutes to 6 hours to determine the critical storm duration and
the mean peak flowrate from the storms. Refer to Appendix B DRAINS Modelling Parameters and Results for details
of the parameters used and summary of the results from the modelling.
The model used to represent the development is shown below in Figure 3.1 – DRAINS model layout.
Figure 3.1 – DRAINS model layout
The configuration of the catchment areas for pre-development, post-development and a split post development (to
allow for roof water to an attenuation tank) are shown in Figure 3.2 – DRAINS Pre-development catchment, Figure
3.3 – DRAINS Post-development catchments and Figure 3.4 – DRAINS Split Post-development catchment
respectively.
Project number 20220130
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Section 9
Figure 3.2 – DRAINS Pre-development catchment
Figure 3.3 – DRAINS Post-development catchments
Figure 3.4 – DRAINS Split Post-development catchments
The results of the modelling against the range of design storms for the development under the existing and
proposed development conditions are shown in Table 3.1 Existing and proposed unmitigated site peak discharge
rates.
Table 3.1 Existing and proposed unmitigated site
Project number 20220130 peak discharge rates
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Section 10
Wyandra Street
Qchange
A.E.P Qexisting Qproposed Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.014 0.015 0.001 7%
50% 0.016 0.018 0.002 13%
0.2 EY 0.025 0.027 0.002 8%
10% 0.032 0.032 0 0%
5% 0.036 0.036 0 0%
2% 0.041 0.042 0.001 2%
1% 0.045 0.046 0.001 2%
As expected, the site has increased the total peak flows from the site for a number of storm events. Attenuation will
be provided to mitigate the outflows to ensure that the development does not exceed the predevelopment levels
to minimise impacts to the downstream environment.
The mitigated post-development model splits the catchment into a roof area, which drains to an on-site detention
(OSD) tank, and the remainder of the site which is not attenuated. An iterative process was used to determine a
suitable configuration of storage volume, low-flow, and high flow pipe outlets for the OSD to deliver the required
reduction of the flow rates from the site.
The result of the iterative sizing process determined that the OSD storage will need to provide an attenuation
capacity of 4,000L for the proposed roof area with the maximum possible roof area to be plumbed to the tank. A low
flow outlet consisting of a 58mm orifice plate is to be provided the base of the tank, and a 100mm high flow outlet
at the head of the tank will provide discharge for larger storm events.
Using this mitigated development model, the proposed developed flows were again compared to the existing state
as shown below in Table 3.2 Existing and proposed mitigated site peak discharge rates.
Table 3.2 Existing and proposed mitigated site peak discharge rates
Wyandra Street
Qchange
A.E.P Qexisting Qmitigated Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.014 0.014 0 0%
50% 0.016 0.016 0 0%
0.2 EY 0.025 0.024 -0.001 -4%
10% 0.032 0.028 -0.004 -13%
5% 0.036 0.03 -0.006 -17%
2% 0.041 0.035 -0.006 -15%
1% 0.045 0.04 -0.005 -11%
As the total peak flows are equal to or below the existing site conditions for all storm events, the proposed OSD area
will provide the mitigation required for the peak flow storm events from the development.
Project number 20220130
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Section 11
STORMWATER QUALITY
The following sections discuss the stormwater quality considerations for the construction and operational phase of
the development.
4.1. Construction Phase
4.1.1 Erosion and Sediment Control Measures
During construction, it is necessary to manage stormwater run-off to avoid potential contamination of downstream
waterways from sediments and other pollutants from the site. A range of best practice sediment and erosion controls
should be implemented on the development to ensure negative impacts to the downstream receiving environment
are mitigated.
As the area being developed is below 2,500m², the development’s construction will be managed using best practice
erosion and sediment control principles in line with the desired outcomes of Appendix 2 of the SPP (DERM, July
2017), which are shown below in Figure 4.1.
Figure 4.1 SPP 2017 Construction Phase Stormwater Management Design Objectives
A site-specific erosion and sediment control plan shall be prepared as part of a future submission for Operational
Works approval. Suitable erosion and sediment controls for the site may include:
1. Sediment fencing along downstream of the work areas within the site to prevent sediment from leaving the
construction area.
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Section 12
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. Diversion of upstream catchments around any exposed areas using diversion drains around the site.
4. Ensuring any loose material tracked from the construction site onto the road is swept and removed prior to
the end of the day.
4.2. Operational Phase
The development consists of a small lot duplex consistent in character with the existing residential dwelling. The
proposed development is not considered to significantly alter the pollutant generation potential of the site, and
therefore no additional stormwater quality treatment is proposed for the development.
Project number 20220130
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Section 13
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 stormwater run-off is captured internally and discharge by kerb adaptors into Safari Street
as the lawful point of discharge. Field inlet pits are provided within the development to capture upstream
run-off and subsoil drainage from retaining walls to convey it to the point of discharge.
• The existing and proposed development site have been modelled for the critical design storm events for the
site, which found attenuation would be required. Provision of a 4kL attenuation tank with a 58mm low flow
orifice and 100mm high flow outlet was found to provide mitigate the development such that there will be
no increase to existing peak flow discharges from the site for the modelled storm events.
• During construction, erosion and sediment control measures are to be implemented to minimise potential
contaminants impacting the downstream receiving environment in line with the objectives of Appendix 2 of
the SPP. An erosion and sediment control plan shall be developed as part of a submission for Operational
Works approvals.
• As the development is a small residential site that does not significantly alter the pollutant generating
characteristics of the site, stormwater quality treatment is not proposed for the development.
• The proposed stormwater solution is considered to minimise any adverse impacts to the downstream
environment arising from the stormwater run-off while also meeting the stormwater quantity targets required
for the development.
Project number 20220130
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Section 14
Appendix A Proposed Development Concept Plans Project number 20220130 File RECOR Preliminary Stormwater Management Report - 20220130.docx, 2022-05-19 Page 14 of 16 Revision 1 P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Section 15
RESIDENTIAL DUPLEX DEVELOPMENT
NOOSA HEADS
22 DELORME STREET, NOOSA HEADS, QLD 4567
Lot 136 RP 160425
CIVIL WORKS
NOTE:
THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS BEFORE 9. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL WORKPLACE
ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR IS TO PROVIDE A MINIMUM HEALTH AND SAFETY REQUIREMENTS.
OF 72 HOURS NOTICE TO RECOR FOR REQUIRED INSPECTIONS. SHOULD THE CONTRACTOR FAIL 10. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE PROXIMITY TO
TO REQUEST AN INSPECTION, THE CONTRACTOR WILL BE RESPONSIBLE FOR ALL COSTS TO NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE, CONTRACTOR TO ALLOW IN
ALLOW FOR THE WORKS TO BE INSPECTED TO THE SATISFACTION OF RECOR. ANY SCOPE OF WORKS TO PROVIDE ALL MEASURES NECESSARY TO ENSURE THE INTEGRITY
INSPECTIONS THAT FAIL ARE TO BE RE-INSPECTED WITH ALL REINSPECTION COSTS TO BE PAID OF EXISTING BOUNDARIES AND INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW
BY THE CONTRACTOR. VIBRATION EQUIPMENT, TRENCH SHORING ETC AS REQUIRED.
a. PRESTART 11. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THESE DRAWINGS,
b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF SEDIMENT AND EROSION THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN CONFIRMATION THAT
CONTROL MEASURES UNSUITABLE GROUND WORKS CAN COMMENCE.
c. SIDE AND CUT OFF DRAINS 12. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL CONSTRUCTED WORKS
IN ACCORDANCE WITH LOCAL GOVERNMENT REQUIREMENTS. UNLESS OTHERWISE
d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL ADVISED BY RECOR CONTRACTOR TO NOTE COUNCILS ADAC REQUIREMENTS.
e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT 13. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT APPROVALS.
f. STORMWATER STRUCTURE BASE SLABS 14. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL, LANDSCAPE AND
g. SEWER RETICULATION OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL CONSTRUCTION.
h. WATER RETICULATION 15. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR DEMOLITION WORKS
COMMENCING ON SITE.
i. PAVEMENT SUBGRADE
16. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS AND
j. PAVEMENT REINFORCING SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O.
k. PAVEMENT PRIOR TO SEALING (PRESEAL) 17. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING PROPERTIES AND
l. RETAINING WALL FOOTING REINFORCING COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT 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 ENSURE ALL TREE ROOTS
n. STEEL REINFORCEMENT OF CONCRETE STRUCTURES AND STUMPS ARE COMPLETELY REMOVED AND BACKFILLED TO LEVEL 1 SUPERVISION.
o. PRACTICAL COMPLETION CONTRACTOR TO ALLOW TO MULCH ALL CLEARED VEGETATION AND STOCKPILE ON SITE
OR REMOVE FROM SITE AS DIRECTED.
p. ON MAINTENANCE
19. DRAWINGS TO BE READ IN CONJUNCTION WITH THE FOLLOWING
q. OFF MAINTENANCE CONSULTANTS/CONTRACTORS DRAWINGS:
r. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER DEVELOPMENT SURVEYOR: NOOSA COOLOOLA LAND SURVEYS PTY LTD
APPROVAL) LOCALITY PLAN
ARCHITECT: BLACK WOOD ARCHITECTURE & DESIGN
s. ANY OTHER INSPECTION AS REQUIRED BY UNITY WATER AND WHERE RELEVANT TO THEIR
HYDRAULICS: TBC NOT TO SCALE
CERTIFICATION SCHEME
STRUCTURAL: TBC
GENERAL NOTES LANDSCAPE: BLACK WOOD ARCHITECTURE & DESIGN
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN. 20. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT AUTHORITY: ROAD
OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN FOR ALL WORKS WITHIN COUNCIL
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. CONTRACTOR ROAD RESERVES. CONTRACTOR TO ALLOW FOR ALL COSTS ASSOCIATED WITH
TO ALLOW FOR ALL MEANS NECESSARY TO ACCURATELY SETOUT THE WORKS. IMPLEMENTATION OF THE TMP. DRAWING SCHEDULE
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND
WHERE FURTHER DETAILS ARE REQUIRED THE CONTRACTOR SHALL REFER TO NOOSA
21. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL AUTHORITY APPROVALS
RECEIVED FOR THE PROJECT
DRAWING NUMBER DRAWING TITLE REVISION
SHIRE COUNCIL DEVELOPMENT GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES,
22. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH OPW APPROVALS BY
C01 COVER SHEET AND LOCALITY PLAN B
ASSOCIATED STANDARD DRAWINGS AND SPECIFICATIONS U.N.O.
4. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED OUTSIDE OF THE
COUNCIL. C10 EXISTING SITE SERVICES PLAN B
23. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE BOUNDARY WITHOUT
TOLERANCES SPECIFIED WITHIN THE PROJECT SPECIFICATION AND LOCAL AUTHORITY
FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF THAT LAND INCLUDING BUT NOT C30 BULK EARTHWORKS PLAN B
REQUIREMENTS, THE CONTRACTOR WILL RECTIFY AT THEIR COST INCLUSIVE OF ANY
ADDITIONAL COSTS INCURRED BY RECOR. LIMITED TO PRIVATE PROPERTY, ROAD RESERVE, PARKS/OPENSPACE, EASEMENTS. C31 BULK EARTHWORKS SECTIONS B
24. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION DRAWINGS AND
5. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS SUCH THEIR
APPROVALS ON SITE AT ALL TIMES. C40 ROADS AND DRAINAGE LAYOUT PLAN B
ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS TAKEN BY RECOR OR THE
PRINCIPAL FOR THE ACCURACY AND COMPLETENESS OF THIS INFORMATION. IT IS THE 25. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN ACCORDANCE C41 ROADS AND DRAINAGE DETAILS B
RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN AND CONSTRUCTION CODE (2013).
LEVEL OF ALL EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY WORKS. ANY C42 DRIVEWAY SECTIONS B
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT. CONTRACTOR TO
LOCATE AND PROTECT SERVICES AS REQUIRED DURING PROPOSED WORKS. C43 STORMWATER CATCHMENT PLAN B
6. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND SURVEY ALL
CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN ON THE DRAWINGS
INCLUDING ANY POTENTIAL EXISTING SERVICES CLASHES PRIOR TO COMMENCEMENT OF
CIVIL WORKS. CONTRACTOR TO IMMEDIATELY REPORT ANY DISCREPANCIES TO RECOR
AND AWAIT FORMAL DIRECTION PRIOR TO COMMENCING CIVIL WORKS.
7. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL BE
RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS, CONCRETE AREAS,
GRAVEL AREAS, GRASSED AREAS AND ROAD PAVEMENTS.
8. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR REINSTATEMENT TO BE
CARRIED OUT IMMEDIATELY TO THE SATISFACTION OF INFRASTRUCTURE
OWNER/MANAGER / AUTHORITY/COUNCIL.
SCALE: CLIENT: APPROVED BY: PROJECT NAME:
RESIDENTIAL DUPLEX AT 22 DELORME ST
NTS TITLE: STATUS:
COVER SHEET & LOCALITY MCU
© ABN 89 647 469 707 FORDE PROPERTY NATHAN WAGSTAFF
B 08/06/22 REVISED ARCH LAYOUT BRP BRP NW
37 MARY ST RPEQ: 26443
A 19/05/22 MCU ISSUE BRP BRP NW
NOOSAVILLE, QLD 4566 CPEng NER DRAWING NUMBER: PROJECT NUMBER: REV:
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP SHEET
DATE: 08/06/22 SIZE:
RECORCONSULTING.COM REVISIONS C01 20220130 A3 B
Section 16
NOTE:
1. FOR GENERAL NOTES REFER DWG No. C01, WHICH IS TO BE REQUESTED AND VIEWED PRIOR
TO COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED.
2. THE CONTRACTOR WILL MAKE HIMSELF FULLY AWARE OF THE EXISTING FEATURES OF THIS
SITE AND ENSURE ANY ADDITIONAL WORKS NOT SHOWN ON THIS PLAN ARE INCLUDED IN THE
CONTRACT.
3. LOCATION AND DEPTH OF ANY EXISTING SERVICES IDENTIFIED BASED ON SURVEY, DBYD
AND COUNCIL RECORDS. IT IS THE CONTRACTORS RESPONSIBILITY TO CONFIRM ACTUAL
LOCATION AND DEPTH PRIOR TO CARRYING OUT ANY EXCAVATION OR TRENCHING WORKS.
4. CONTRACTOR TO LOCATE AND PROTECT ALL EXISTING SERVICES ON SITE AND WITHIN
135 VERGE PRIOR TO COMMENCEMENT OF WORKS.
RP160425 5. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR TO ANY DEMOLITION WORKS
8
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29
COMMENCING ON SITE.
6. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE CLEARED, MULCHED, GRUBBED AND
29 REMOVED FROM SITE IN ACCORDANCE WITH APPROVED VEGETATION CLEARING PLAN (BY
.41
8
OTHERS) OR IF SCHEDULED STOCKPILE FOR USE BY LANDSCAPER.
.8
29
7. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES ON SITE AND MAKE SUITABLE
ARRANGEMENTS TO HAVE DISCONNECTED PRIOR TO DEMOLITION WORKS BEGINNING.
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8. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS DRAWING, THE
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50 UM 30.79 OUT SERVICES RELOCATION OR ALTERATIONS.
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29
v
5
.6
136
30
v
0
TED.2
0
.5
TIMA 29
DEMOLISH ALL BUILDINGS,
1
30
.4
30
STRUCTURES, RETAINING 30.27
LEGEND
v
1
04
.0
4
0.20
29
WALLS AND INFRASTRUCTURE
FROM AREA ES
UMB 1.01010
5
060
K
BAN
L
AND REMOVE FROM SITE
AERIA
.4 43
SW EXISTING STORMWATER DRAINAGE
v
30 30.
0.2
7
D
PAVE
W EXISTING RETICULATED WATER
BW
2
.3
30.
v
30
0
REET
41
.3
30
4 S EXISTING SEWER MAIN
070
0.231308
itumen
Existing Dwelling
v
v OVERHEAD POWER LINE
f Kerb
M .
v
PALOD 0
CJ
Floor Level O / / FENCING
TW
CJ
RL29.37
.90
f B
v
LOCATE EXISTING WATER AND
Back o
28
8 EXISTING TREE
WAT 0.5120
Edge o
ME ST
SEWER SERVICE CONNECTIONS,
05
0.208
v
FOOT
ARRANGE DISCONNECTION AND 410 CONTRACTOR TO CLEAR
PATH
PINE .51
9
7
30.2
4
8 30.1
.3
CAP OFF AT SITE BOUNDARY. AND GRUB ALL VEGETATION
E 0
30
PIN
v
30.14ON SITE UNO
140
Gully Pit
0.4
IL 29.1
v
30
PINE 0.51410
SW
W
.14
W E
6
1
W
.2
PIN
30
v
30
W
DELOR
v
51
W v
006 6
W
27 30
SW
0.2
7
28.0
Sew.e52
W
.41
30.13
1
S
0
v
207
CP
W
30.06
0 0.3 141
S
0.31
W
r
E
Water Meter v
B 6 .4
S
Manh
v
UM 130
PIN
W
v
E D 0
0R
G
S
4
W
F I
ole PIN
.9
v
.25
S
2
SW
WAT 0 O
28
v Section 17
W
CJ
mm
v
TWO
S
0.
ole .31208 E 0
W
Ø300 3
v S
W v
v
p PIN
v
er
W
29.24
w
W
v
Po
v
v
W
29.
SW
01
27.23 W 7
29.63 3
v
Power pole
v
30.
W
W
Back o
v
89
CJ 29.
SW W
f Kerb W
v
9
SW
SW
v
SW MA
.0
NOTE:
W
Edge
27
SW
N
IL: 25.7 HOLE
W
of Bitu
v
SW
v W
3 m en 28.3
SW
8
v W
EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN DRAWINGS, ALL
.83
SW
v W
W 29 IN-GROUND SERVICES WITHIN THE PROPERTY BOUNDARY INCLUDING BUT NOT
SW
SW
29.72
v
v
W
SW
LIMITED TO: STORMWATER DRAINAGE, SEWERAGE, WATER, GAS, ELECTRICAL
6
6
v
.2
.5
W
SW
28
29
8
AND COMMUNICATIONS TO BE SAFELY BE DISCONNECTED, REMOVED FROM
9
v
W
.2
SW
.2
29.24 v 30
Ø300m
W
27
SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR TO ARRANGE ALL
SW
v
W
mR
v
SW
SW
CP
v
9.46 NECESSARY APPLICATIONS AND PERMITS WITH THE RELEVANT AUTHORITIES.
SW W
2
2
W
.1
v
SERVICES TO BE CAPPED IN ACCORDANCE WITH RELEVANT SERVICE
SW
v
29
SW W
SW v W
PROVIDER SPECIFICATIONS AND STANDARD DETAILS
v
v W
47
SW
SW
W
.
SW v
28
SW v W
W
SAFARI
v
ORGANISE DISCONNECTION AND
W
SW MA
v
v
W
N
IL: 28.7 HOLE
W
v
REMOVAL OF EXISTING
v W
29. W
50
v
STREET
OVERHEAD POWER Power pole W
W
W
W
W
W
W
W
3
.4
W
30
W
W
W
86
.
30
SCALE: CLIENT: APPROVED BY: PROJECT NAME:
RESIDENTIAL DUPLEX AT 22 DELORME ST
1:100 TITLE: STATUS:
EXISTING SERVICES PLAN MCU
© ABN 89 647 469 707 SCALE 1:100
FORDE PROPERTY NATHAN WAGSTAFF
B 08/06/22 REVISED ARCH LAYOUT BRP BRP NW 1 2 3 4 5 10m
37 MARY ST RPEQ: 26443
A 19/05/22 MCU ISSUE BRP BRP NW
NOOSAVILLE, QLD 4566 CPEng NER DRAWING NUMBER: PROJECT NUMBER: REV:
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP SHEET
DATE: 08/06/22 SIZE:
RECORCONSULTING.COM REVISIONS C10 20220130 A3 B
Section 18
EARTHWORKS NOTES
1. FOR GENERAL NOTES REFER DWG C01, WHICH IS TO BE REQUESTED AND VIEWED PRIOR TO COMMENCEMENT OF CONSTRUCTION IF NOT
EARTHWORK CUT/FILL VOLUMES: SUPPLIED.
2. FOR DETAILED GEOTECHNICAL INFORMATION, IT IS RECOMMENDED THAT A GEOTECHNICAL CONSULTANT BE CONTACTED TO CONFIRM THE
SOIL CONDITIONS PRIOR TO EARTHWORKS COMMENCING.
TOTAL CUT: 52.08m³ 3. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF 100MM OVER THE EXTENT OF THE WORKS UNLESS DIRECTED OTHERWISE
AND STOCKPILED WHERE REQUIRED FOR FILL OF LANDSCAPING AREAS. TOPSOIL MATERIALS MUST NOT BE USED IN STRUCTURAL FILL.
4. UNSUITABLE NATURAL MATERIALS SUCH AS SATURATED, LOOSE OR SOFT MATERIALS ENCOUNTERED SHOULD BE REMOVED DURING
TOTAL FILL: 8.22m³ SUBGRADE PREPARATION FOR BULK EARTHWORKS. ALL UNSUITABLE MATERIAL TO BE REMOVED FROM SITE AT CONTRACTORS EXPENSE.
5. COMPACTION OF THE EXPOSED SAND SUBGRADE REQUIRES SUBSTANTIAL VOLUMES OF WATER COMBINED WITH VIBRATORY COMPACTION
BALANCE: 43.85m³ CUT EQUIPMENT(E.G VIBRATING PLATE OR MINIMUM 4 TONNE VIBRATING SMOOTH DRUM ROLLER). CARE MUST BE TAKEN TO ENSURE THERE ARE
135 NO IMPACTS ON SURROUNDING STRUCTURES. MATERIAL TO BE COMPACTED IN ACCORDANCE WITH GEOTECHNICAL REPORT AND AS1289.
6. TEMPORARY SWALE DRAINS TO BE PROVIDED ALONG CREST AND TOE OF ANY CUTS AND ABOVE FILL BATTERS GRADING DISCHARGE TO A
RP160425 CONTROL POINT FOR DISCHARGE TO EXISTING STORMWATER INFRASTRUCTURE IN ROAD RESERVE.
7. A MINIMUM 150MM THICK GRANULAR WORKING PLATFORM MAY BE REQUIRED ON SOIL SUBGRADES ALONG HAUL ROADS AND LAYDOWN AREAS
TO IMPROVE TRAFFICABILITY. SPECIFIC PLATFORM DESIGN WOULD BE REQUIRED PRIOR TO MOBILISATION AND TRAFFICKING OF ANY HEAVY
MOBILE PLANT ON THE SITE.
8. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND COMPACTED WHERE UNSUITABLE NATURAL MATERIALS ARE LOCATED AND AS
B
OTHERWISE NECESSARY TO OBTAIN SUBGRADE/PLATFORM LEVEL. IMPORTED GENERAL FILL MATERIAL SHALL BE CLEAN GRADED MATERIAL
FREE OF ORGANIC MATTER AND STONES, WITH MAXIMUM PARTICLE SIZE OF 100mm AND CAPABLE OF BEING COMPACTED INTO COHERENT
FILLING TO THE SPECIFIED STANDARD. THE MATERIAL SHALL HAVE A MAXIMUM PLASTICITY INDEX OF 15%, A SHRINK-SWELL INDEX OF LESS
THAN OR EQUAL TO 1% AND A MINIMUM C.B.R. OF 10%.
9. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE CONTENT FOR STANDARD COMPACTION.
-0.100m 10. 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. RETAINING WALLS ARE TO BE PREPARED IN ACCORDANCE WITH
-0.313m 11.
STRUCTURAL ENGINEERS SPECIFICATIONS, AND IN CONFORMANCE WITH CONSTRUCTION REQUIREMENTS OF GEOTECHNICAL REPORT.
REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR CONFIRMATION OF RETAINING WALL COLOUR AND FINISH.
-0.289m 12. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 1' SOIL ENGINEERING SUPERVISION IN ACCORDANCE WITH APPENDIX B
7
.9
OF AS 3798. THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL PROVIDE CERTIFICATION THAT ALL GENERAL EARTHWORKS
30
OPERATIONS HAVE BEEN CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS AND THE CONTROLLED FILL IS SUITABLE
FOR PURPOSE TO THE REQUIRED BEARING CAPACITY UNDER THE PLATFORM/STRUCTURES AS SPECIFIED BY THE GEOTECHNICAL REPORT.
1
.8
30
13. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED TO 98% STANDARD MAXIMUM DRY DENSITY OR A DRY DENSITY INDEX
8
.9
OF AT LEAST 75% IN ACCORDANCE WITH THE GEOTECHNICAL REPORT IN LAYERS OF 250MM LOOSE THICKNESS (PRIOR TO COMPACTION).
30
30.83 14. COMPACTION TESTING TO BE CARRIED OUT AT A MINIMUM OF TWO TESTS PER VERTICAL LIFT WHERE STRUCTURAL FILL HEIGHTS EXCEED
300MM IN ACCORDANCE WITH AS3798. CONTRACTOR TO UNDERTAKE ALL EARTHWORKS TESTING IN ACCORDANCE WITH GEOTECHNICAL
0.012m 30.79
ENGINEER AND LOCAL AUTHORITY REQUIREMENTS.
15. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN ACCORDANCE WITH LANDSCAPE DRAWINGS.
-0.076m 16. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING LEVELS.
17. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED MANAGEMENT PLANS.
-0.071m
2
18. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES ARE INSTALLED INCLUDING BUT NOT LIMITED TO SHAKE DOWNS, SILT
.6
30
FENCE ETC IN ACCORDANCE WITH EROSION AND SEDIMENT CONTROL PLAN.
19. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS OR RETAINING WALLS (TEMPORARY OR PERMANENT) AS PER
-0.211m -0.631m
7
.6
137 RELEVANT AUSTRALIAN STANDARDS AND LEGISLATION.
30
20. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON UNPAVED ROADS, ACCESS TRACKS AND STOCKPILES AT A SUFFICIENT
RP160425 LEVEL TO SUPPRESS DUST GENERATION. ADDITIONALLY CONTRACTORS ARE TO COVER OR ENCLOSE STOCKPILES WHERE REASONABLY
A
PRACTICAL TO RESTRICT DUST MOVEMENT.
0.017m 21. 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.
-0.000m
5
22. ALL EXCAVATIONS ARE TO BE CONDUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER AS OUTLINED IN THE
136
.6
30
GEOTECHNICAL INVESTIGATION REPORT BY TECTONIC. TEMPORARY UNSURCHARGED CUTS IN LOOSE TO VERY LOOSE SAND TO BE FORMED
0
.5
AT 1V:2H, AND IN MEDIUM DENSE SAND AT 1V:1H FOR BATTERS UP TO 3M IN HEIGHT. DEEPER CUTS ARE TO BE ASSESSED BY THE
1
30
-0.089m
.4
30
GEOTECHNICAL ENGINEER. PERMANENT CUT AND FILL BATTERS TO BE A MAXIMUM 1V:2.5H.
23. EARTHWORKS FILL BATTERS TO BE MAXIMUM OF 1M IN HEIGHT, OR OTHERWISE RETAINED.
-0.185m 24. WHERE THE ABOVE TEMPORARY BATTER SLOPES CAN NOT BE ACHIEVED, TEMPORARY SHORING WILL BE REQUIRED UNDER THE ADVICE OF A
SPECIALIST SHORING CONTRACTOR.
.4 43
25. EXCAVATIONS IN PROXIMITY TO EXISTING STRUCTURES WILL REQUIRE SPECIFIC DESIGN TO PREVENT UNDERMINING WHICH SHOULD BE
A
30 30.
CARRIED OUT BY A SUITABLY QUALIFIED AND EXPERIENCED RPEQ STRUCTURAL ENGINEER.
7
EET
26. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT ANY CONSTRUCTED CUT/FILL BATTERS AND RETAINING STRUCTURES
0.089m 30.
ON THE SITE HAVE ACHIEVED ADEQUATE STABILITY WITH A LONG-TERM FACTOR OF SAFETY AGAINST GEOTECHNICAL FAILURES TO THEIR
0
41 SATISFACTION.
.3
0.027m
30
27. EARTHWORKS LEVELS SHOWN ARE NOMINALLY 200MM BELOW FINISHED SURFACE LEVELS INCLUSIVE OF TOPSOIL LAYER. CONTRACTOR TO
CONFIRM FINISHED SURFACE LEVLS BASED ON STRUCTURAL ENGINEERING DRAWINGS FOR BUILDING SLAB THICKNESSES AND HYDRAULIC
itumen
-0.039m DRAWINGS FOR SUB-FLOOR DRAINAGE TO CONFIRM EARTHWORKS SURFACE LEVEL.
b
CJ
of Ker
28. ANY PRELOADING REQUIRED IS TO OCCUR IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEERS REQUIREMENTS. CONTRACTOR TO ALLOW
E STR
-0.111m FOR THE IMPORT AND REMOVAL OF ALL NECESSARY MATERIAL TO UNDERTAKE THE PRELOADING OPERATIONS.
CJ
29. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT.
f B
Edge o
Back
0.095m 30.2
9
4
.3
-0.102m
30
DEPTH LEGEND
-1.0 to -0.8
M
-0.8 to -0.6
30
0.689m
.14
1
-0.6 to -0.4
.2
DELOR
30
-0.4 to -0.2
30.13
-0.2 to -0.0
02
CJ 0.0 to 0.2
.
30
0.2 to 0.4
B
1
27.23 0.4 to 0.6
0
30.
Back o 89
CJ 29. 0.6 to 0.8
f
Edge o Kerb
09
.
0.8 to 1.0
27
f Bitum
en 28.3
8 29.83
29.72
6
6
.2
.5
28
29
28
29
29.24
.
.
30
27
6
29.4
2
.1
29
7
.4
28
SAFAR
I STRE
29.
50
ET
3
.4
30
6
.8
30
SCALE: CLIENT: APPROVED BY: PROJECT NAME:
RESIDENTIAL DUPLEX AT 22 DELORME ST
1:100 TITLE: STATUS:
BULK EARTHWORKS PLAN MCU
© ABN 89 647 469 707 SCALE 1:100
FORDE PROPERTY NATHAN WAGSTAFF
B 08/06/22 REVISED ARCH LAYOUT BRP BRP NW 1 2 3 4 5 10m
37 MARY ST RPEQ: 26443
A 19/05/22 MCU ISSUE BRP BRP NW
NOOSAVILLE, QLD 4566 CPEng NER DRAWING NUMBER: PROJECT NUMBER: REV:
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP SHEET
DATE: 08/06/22 SIZE:
RECORCONSULTING.COM REVISIONS C30 20220130 A3 B
Section 19
VIP RL 29.2
HORIZONTAL CURVE DATA
VERTICAL CURVE LENGTH (m)
VERTICAL CURVE RADIUS (m)
VERTICAL GEOMETRY GRADE (%) -49% 0%
VERTICAL GEOMETRY LENGTH (m) 1.97 16.45
DATUM RL = 27.500
FINISHED SURFACE LEVEL
29.200
29.200
EXISTING SURFACE LEVEL
30.321
29.766
29.281
29.127
CUT / FILL DEPTH
-0.566
-0.081
0.332
0.073
CONTROL LINE CHAINAGE
2.967
20.33
10
20
0
A3 SCALE: H 1:250, V 1:50 CONTROL LINE A (CHAINAGE 0 to 20.33)
VIP RL 29.19
29.2
VIP RL 29.2
HORIZONTAL CURVE DATA
VERTICAL CURVE LENGTH (m)
VERTICAL CURVE RADIUS (m)
VERTICAL GEOMETRY GRADE (%) 50% 0% 45.7%
VERTICAL GEOMETRY LENGTH (m) 0.02 18.13 2.39
DATUM RL = 27.000
FINISHED SURFACE LEVEL
29.190
29.200
29.200
29.200
29.200
EXISTING SURFACE LEVEL
29.098
29.128
29.044
29.092
29.190
29.191
29.233
29.271
29.384
30.040
CUT / FILL DEPTH -0.033
-0.071
-0.184
0.000
0.000
0.000
0.000
0.000
0.009
0.251
CONTROL LINE CHAINAGE
26.489
0.254
2.157
3.357
5.945
5.965
24.1
10
20
0
A3 SCALE: H 1:250, V 1:50 CONTROL LINE B (CHAINAGE 0 to 26.489)
SCALE: CLIENT: APPROVED BY: PROJECT NAME:
RESIDENTIAL DUPLEX AT 22 DELORME ST
A3 SCALE: H 1:500, V 1:250 TITLE: STATUS:
BULK EARTHWORKS MCU
© ABN 89 647 469 707 SCALE 1:250
FORDE PROPERTY NATHAN WAGSTAFF SECTIONS
B 08/06/22 REVISED ARCH LAYOUT BRP BRP NW 2.5 6.25 12.5 25m
37 MARY ST RPEQ: 26443
A 19/05/22 MCU ISSUE BRP BRP NW
NOOSAVILLE, QLD 4566 CPEng NER DRAWING NUMBER: PROJECT NUMBER: REV:
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP SHEET
DATE: 08/06/22 SIZE:
RECORCONSULTING.COM REVISIONS C31 20220130 A3 B
The text continues on section 20.