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OPW20.0191 NC IR response
Attached to the e-mail OPW20/0191 - Response to Information Request - 707 Kinmond Creek Rd.
Diogo Carrico Noosa Council PO Box 141 Tewantin QLD 4565 22 January 2021 Attention: - Diogo Carrico Dear Diogo, Please find below a response to Council’s Information Request’s dated 11 November 2020. SCC Application No: OPW20/0191 Proposal: Operational Works - earthworks Street Address: 707 Kinmond Creek Rd Cootharaba Real Property Description: Lot 398 RP291325 ENGINEERING ISSUES Issue relating to NC Item 1-3 Erosion and Sediment Control Plan (E&SCP) The proposed staging of the works indicates that each stage will involve the disturbance of large areas – approximately 100,000 m2 in total for all 3 stages (1,220m3 of material expected to be excavated). The proposed E&SCP for the site indicates that sediment fences are to be used with the dual purpose of containing sediment and also functioning as clean water diversion drains – since sediment fences are porous, it is expected that water coming from outside the site must be treated as well. Though 2 dams are proposed, there is no indication that these will be used as sediment basins (or other water treatment structures) during the proposed works. NC Information Required for Item 1 Demonstrate how Performance Outcome PO14 of the Water Quality and Drainage Code will be achieved.
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Page 2
Engineering Response to Item 1
PO14 of the Water Quality and Drainage Code and demonstration how the proposed
works are compliant with this portion of the code is shown in Table 1 below.
Performance Acceptable Outcomes Demonstrated
Outcomes Compliance with PO14
Construction and AO14.1
establishment of The Erosion and Sediment Control
stormwater AO14.1 Plans have been updated. The
management An erosion and sediment control plan prepared in updated plan has been generally
systems accordance with the International Erosion Control designed in accordance with the
PO14 Association Best Practice Books demonstrates that International Erosion Control
Construction the capture and release of stormwater achieves the Association and in accordance
methods provide design objectives listed in Table A: Construction with the SPP Appendix 2. A copy
for appropriate phase – stormwater management design objectives of the updated plans are attached
of the State Planning Policy (Appendix 2). to this response.
controls to avoid
entry and Editor’s note— PSP6 Engineering Design AO14.2
transport of litter, Standards - Roads, drainage and earthworks Construction works had
sediment, and provides guidance on requirements for preparing an commenced prior to the
associated Erosion Management Plan. engagement of 360 Civil
prescribed water Consulting. Once 360 Civil
contaminants into AO14.2 Consulting were engaged, works
receiving waters. Construction works are designed and managed to relating to stabilising the existing
restrict the extent of clearing and soil exposure to exposed portions of the site were
the minimum necessary for access, and safe prioritised.
Editor's
note— Water construction at any one time.
AO14.3 – N/A
contaminants are
AO14.3
prescribed in the
For buildings: AO14.4 – Sediment Control is
Environmental
Protection Act 1. upstream runoff is diverted around proposed via a Type D basin. No
the construction site; flocculant is proposed.
1994.
2. sediment barriers are provided
downslope of disturbed areas to AO14.5 – N/A
prevent sediment washing into
gutters, drains
and waterways , wetlands or drainage
lines either on or off the site; and
3. temporary or permanent downpipes
are connected to the stormwater
system before laying the roof; or
4. localised erosion is avoided by
directing flow from downpipes over
non-erosive areas.
AO14.4
Chemical flocculants used as part of an erosion and
sediment control plan do not harm the
environmental values within receiving waters.
AO14.5
Appropriately sized litter containment areas, with
provision for sorting recyclables are provided for the
type of litter expected to be generated onsite.
Table 1 – PO14 of the Water Quality and Drainage Code and how the proposed
development complies with this portion of the code.
Page 2 of 14
Page 3
NC Information Required for Item 2
Provide an updated Erosion and Sediment Control Plan, prepared by a CPESC or
RPEQ, which includes information on, but not limited to:
2.1. Indicating the design event for the updated E&SCP;
2.2. A clean water diversion design, or alternatively, demonstrate that
the
structures/measures are sufficient to cater for the total catchment
(including water coming from neighbouring properties);
2.3. Staging of the works and how each stage will be stabilised
immediately after being completed;
2.4. For each of the proposed stages, demonstrate how the proposed
controls will prevent the runoff of sediment into the surrounding
waterways;
2.5. How areas that will not require earthworks in the imminent cut to fill
operation will be stabilised;
2.6. Maintenance regime of the proposed controls;
2.7. Where the topsoil will be stockpiled and how it will be stabilised.
Engineering Response to Item 2
2.1
The proposed Erosion and Sediment Control Plans includes two Type D sediment
dams. The design event for these Type D dams is the 5 Day, 85th percentile, 1 year
ARI event (63.2% AEP). 85th percentile was chosen as the site discharges to a
sensitive area and the 1 year ARI event was chosen as the site has been classified
as a short term disturbance. The volume of storage required for this event is
approximately 700m3. The sediment dams (including the drainage channel) provide
approximately 1000m3 of storage.
2.2
The Erosion and Sediment Control Plans have been updated to ensure that the
upstream flows are directed along established areas to Kinmond Creek. To achieve
this the culvert under the main access has been blocked until the central drain on
site is effectively stabilised. The overland flow path for upstream catchments will flow
to the embankment of the main access before travelling north towards Kinmond
Creek. Figure 1 demonstrates that the location that the stormwater will flow is
effectively stabilised. The Stormwater will flow into a culvert that directs the
stormwater to Kinmond Creek. Figures 2 and 3 show the outlet of this culvert and
the channel to Kinmond Creek.
Page 3 of 14
Page 4
Figure 1 – Direction of stormwater flows from the upstream catchment
Figure 2 – Outlet of the culvert prior to entering the channel to Kinmond Creek
Page 4 of 14
Page 5
Figure 3 – The channel to Kinmond Creek.
Works have also commenced on stabilising the main drainage channel. These
works are incomplete at this stage but the progress is demonstrated in Figure 4
below.
Page 5 of 14
Page 6
Figure 4 – Preliminary stabilisation works to the main drainage channel.
2.3
The staging of works has been shown on the attached Erosion and Sediment Control
Plans which are contained in Appendix A. Erosion and sediment control measures
are to remain in place and be inspected:
• Daily when works are occurring on site
• Weekly when works are not occurring on site
• Within 24 hours of expected rainfall
• Within 18 hours of a rainfall event of sufficient intensity and duration to cause
runoff from the site.
2.4
To prevent runoff, upstream stormwater is proposed to be directed away from areas
that are not effectively stabilised. This approach will reduce the volume of water that
will need to be captured.
As part of stage 1, the majority of the stormwater runoff that falls internally to the site,
will be directed to the main drainage channel and to the proposed sedimentation
dams. The main drain will include rock check dams and has been vegetated to limit
the amount of sediment that is expected to enter the sediment dams. This will
increase the ease of managing any captured sediment.
The two sediment dams are estimated to have a capacity of 200m3 and 800m3
providing a total capacity of 1000m3. These dams are proposed to be Type D basins
Page 6 of 14
Page 7
and are sufficiently sized to capture the 5 Day, 85th percentile, 1-year ARI event.
These dams are proposed to be de-watered prior to expected rainfall events.
There is a portion of exposed earth in the northern portion of the proposed works
that is approximately 1000m2 that will drain towards Kinmond Creek and a portion of
exposed earth in the southern section of proposed works that is also approximately
600m2 that will drain towards the existing table drain adjacent to Kinmond Creek Rd.
These sections will have a sediment fence installed to capture any sediment runoff.
As part of Stage 2 it is proposed that 1200m2 of earth be reshaped. This portion of
works drain to the existing table drain adjacent to Kinmond Creek Rd. It is proposed
that work in Stage 2 will occur incrementally with exposed areas topsoiled and lightly
compacted immediately after the ground has been reshaped. All areas of exposed
earth are to have sediment fences installed around the exposed areas.
As part of Stage 3, it is proposed to install a new culvert under the secondary
access. This work also involves re-directing the existing table drain for a small
portion. It is proposed that the exposed area of table drain will be turfed immediately
after being shaped to provide protection to the table drain.
As part of Stage 4 it is proposed to install a new pipe from the main sediment dam to
Kinmond Creek. This drainage line will ensure that once works are completed that
the water level will quickly return to the height of the invert of the drainage line to the
main dam. This will ensure that the main drainage line can maintain enough
vegetation to remain effectively stabilised indefinitely.
The area of exposed earth will be limited to the trench area above the new pipe. It is
proposed that a sediment fence be installed around the exposed areas until they are
effectively stabilised with vegetation.
It is proposed that the new drainage line will outlet immediately east of the existing
culvert at the invert of Kinmond Creek. The outlet design will include a concrete
apron that includes a 150mm high upstand. This 150mm high upstand will allow the
concrete apron to act as a plunge pool and reduce water velocities as they flow into
Kinmond Creek. The reduced velocities will ensure that the outlet will not cause
erosion on the Kidmond Creek channel or its banks.
2.5
The existing areas that will not require earthworks are not expected to be disturbed
further and currently have sufficient ground cover to be classified as effectively
stabilised. If small areas are disturbed as part of the construction, a sediment fence
is proposed to be installed around these areas until they are stabilised. These areas
can be identified as part of the regular inspections and have not been shown on the
updated plans.
2.6
It is proposed that all Erosion and Sediment Control devices are inspected:
• Daily when works are occurring on site
• Weekly when works are not occurring on site
• Within 24 hours of expected rainfall
Page 7 of 14
Page 8
• Within 18 hours of a rainfall event of sufficient intensity and duration to cause
runoff from the site.
2.7
Topsoil is proposed to be stockpiled on site north west of the main sediment dam. A
sediment fence is to be located around the perimeter of the topsoil stockpile.
NC Information Required for Item 3
Provide CPESC certification that all proposed E&S controls, for each of the proposed
construction stages, have been sized in accordance with relevant standards and
legislation, and suitable contingency measures will be available onsite, or able to be
deployed to site prior to being required.
Engineering Response to Item 3
The Erosion and Sediment Control Plans have been designed and checked by Chris
Gibberd who is an RPEQ. All of the Erosion and Sediment Control devices have
been designed in accordance with all relevant standards and legislation. The main
contractor has confirmed that they have access to erosion and sediment control
measures including a pump to ensure that the sediment dams are drained prior to
expected large rainfall events.
Issue relating to NC Item 4-5
The provided documentation lacks detail with regards to the proposed swale drains
and stormwater outlets into receiving waterways.
NC Information Required for Item 4
Demonstrate how Performance Outcome PO10 of the Water Quality and Drainage
Code will be achieved.
Page 8 of 14
Page 9
Engineering Response to Item 4
PO10 of the Water Quality and Drainage Code and demonstration how the proposed
works are compliant with this portion of the code is shown in Table 2 below is listed
below.
Performance Acceptable Outcomes Demonstrated Compliance
Outcomes with PO10
Hydrology AO10.1 – There is no change to the
and waterway stability AO10 pre and post stormwater discharge
PO10 The development is designed to: rates.
Development prevents 1. limit the peak 1
increased bed and bank year ARI event discharge AO10.2 – There is no increase to
erosion and sedimentation within the impervious area
in receiving waterways by receiving waterway to the
avoiding changes in low pre-development peak 1 AO10.3 – The proposed development
rate, peak flow run-off and year discharge; will include some capture and re-use of
flow duration. 2. maximise pervious areas by stormwater via the proposed dams.
using pervious alternatives These dams will be used to assist in
for otherwise impervious providing water for livestock and
areas wherever possible; irrigation if required.
3. provide for capture and
reuse of stormwater for non- A010.4 – No detention features are
potable purposes for required as the proposed development
gardening, toilet flushing, will not result in an increase in
laundry and hot water supply stormwater discharge.
uses;
4. incorporate appropriate AO10.5 – The proposed outlets to the
detention features; and streams have incorporated natural
5. incorporate natural channel channel design principles. These
design principles principles ensure that the discharge of
stormwater into Kinmond Creek occurs
Editor’s note: The Sustainable Building at the invert of the creek to ensure that
Design Code includes requirements for bank erosion does not occur.
stormwater capture and reuse. Furthermore, measures such as a
plunge pool and large stone pitching
has been used near the entry to the
creek to ensure stormwater velocities
of water entering the creek are
minimised. The reduced stormwater
velocities will ensure that the
development does not increase creek
bed and bank erosion.
Table 2 – PO10 of the Water Quality and Drainage Code and how the proposed
development complies with this portion of the code.
NC Information Required for Item 5
Provide detailed drawings including information on, but not limited to:
5.1. cross-sections and dimensions of the proposed swale drains;
5.2. stormwater discharge outlets;
5.3. how the proposed swales and stormwater outlets will be stabilised.
Page 9 of 14
Page 10
Engineering Response to Item 5
5.1
Cross sections of the proposed swales have been included on updated plans which
are included in Appendix A. The portion of the swales that have been disturbed are
shown to require topsoil and seed prior to being lightly compacted.
5.2
Details of the stormwater outlets have been included on updated plans which are
included in Appendix A.
5.3
The proposed works will either create or modify two swales and two stormwater
outlets.
The two swales consist of the main swale through the centre of the site and a
modification to the table drain adjacent to Kinmond Creek Rd.
The main swale is proposed to be stabilised by installing vegetation in the swale.
The vegetation can be sourced from areas that are required to be disturbed as part
of the reshaping project. This process has commenced but is not complete. Figure
5 below demonstrates the process to stabilise the main drainage channel being
implemented.
Figure 5 – Preliminary stabilisation works to the main drainage channel.
Page 10 of 14
Page 11
It is proposed to block the drain under the main access until the main swale is
effectively stabilised.
The details of these swales have been included on the attached plans. The
longitudinal grade of these swales is approximately 1% and as such once stabilised
the stormwater velocities along the swales will not cause erosion.
The only portion of the table drain that is being modified is adjacent to the proposed
new culvert for the secondary access. Disturbed areas of this swale are proposed to
be vegetated to ensure that they are stabilised immediately. The vegetation process
is proposed to be the same technique as the vegetation for the main swale.
The two stormwater outlets into Kinmond Creek are located on the western portion of
the site and as an outlet from the large sediment dam.
The outlet on the eastern portion of the site has been stabilised by the use of large
boulders that extend to the invert of the stream. These boulders will assist in
reducing stormwater velocities. Figure 6 and 7 show the protection located at the
outlet of the culvert and along the swale to Kinmond Creek.
Figure 6 – The outlet to the culvert located near the Western boundary
Page 11 of 14
Page 12
Figure 7 – The swale to Kidmond Creek from the outlet near the Western Boundary.
The outlet for the main sediment dam will be installed at the invert of the stream
immediately after the existing culvert. This outlet is proposed to have a concrete
apron with a 150mm upstand around the apron. The upstand will allow the outlet to
function as a plunge pool which will ensure that the stormwater flows will not cause
erosion to the creek bed. Figure 8 below shows the proposed location for the outlet
from the sedimentation dam.
Page 12 of 14
Page 13
Figure 8 – Proposed location for the outlet to the main dam .
End of 360 Civil Consulting Information Request Responses to items 1-5
Please do not hesitate to contact the undersigned if you have any queries regarding
the above responses to this information request.
Yours sincerely,
Chris Gibberd
Principal Engineer
RPEQ No. 13268
360 Civil Consulting Pty Ltd
Page 13 of 14
Page 14
Appendix A – Proposed Earthworks Plans completed by
360 Civil Consulting
Page 14 of 14
[OCR of page images]
Appendix A — Proposed Earthworks Plans completed by
360 Civil Consulting
Page 14 of 14
Page 15
Proposed Earthworks
Engineering Plans
at
707 Kinmond Creek Rd, Cootharaba
For
M. Klein
SITE OF WORKS
Datum AHD Scale As Shown Status For Approval
ABN: 13 609 593 339 Project Proposed Earthworks Drawing Title Index & Locality Plan
Date October 2020 Drawn JAG Checked CAG PO Box 5028
NORTH
Maroochydore BC
© 360 Civil Consulting Pty Ltd - All Rights Reserved.
This drawing as been produced for the sole benefit of the Designed JAG Approved CAG Location 707 Kinmond Creek Rd, Cootharaba
Client in accordance with the Terms of Agreement.
QLD 4558
No responsibility or liability will be assumed to any third CHRIS GIBBERD RPEQ 13268 Mobile: 0403 862 009
party. This document shall only be used for the site and
project specified.
A 23-11-20 Changes as per NC Information Request
Issue Date Description
JAG CAG
By Chkd
Email: [email protected] Client M. Klein Project No. 2020083 Dwg No. 01 of 07 Issue A
Page 16
LEGEND
D D
W
0 25 50 75 100 125m
SCALE 1:2500 A3
Datum AHD Scale As Shown Status For Approval
ABN: 13 609 593 339 Project Proposed Earthworks Drawing Title Existing Features Plan
Date October 2020 Drawn JAG Checked CAG PO Box 5028
NORTH
Maroochydore BC
© 360 Civil Consulting Pty Ltd - All Rights Reserved.
This drawing as been produced for the sole benefit of the Designed JAG Approved CAG Location 707 Kinmond Creek Rd, Cootharaba
Client in accordance with the Terms of Agreement.
QLD 4558
No responsibility or liability will be assumed to any third CHRIS GIBBERD RPEQ 13268 Mobile: 0403 862 009
party. This document shall only be used for the site and
project specified.
A 23-11-20 Changes as per NC Information Request
Issue Date Description
JAG CAG
By Chkd
Email: [email protected] Client M. Klein Project No. 2020083 Dwg No. 02 of 07 Issue A
Page 17
LEGEND
4.00m
D D
W
4.00m
DETAIL 'A'
DETAIL 'B'
EARTHWORKS QUANTITIES (APPROX.)
EARTHWORKS CUT: 1620m³
FILL REQUIRED: 1760m³
EXPORT: 60m³
NOTES:
1. ALL VOLUMES INDICATED ARE SOLID VOLUMES.
2. EARTHWORKS QUANTITIES BASED ON COMPARISON BETWEEN
EARTHWORKS AND NATURAL SURFACE.
3. CUT IS TO TOP OF SUBGRADE
4. NO SURVEY PROVIDED. EARTHWORKS TAKEN OFF COUNCIL
CONTOURS. SO QUANTITIES ARE APPROX. ONLY.
3.00m
A
-
KINMOND CREEK RD
A
A SECTION A
- NTS
R D
REEK
D C
M ON
KIN
2.00m
TYPICAL INTERNAL SWALE DETAIL
NTS
0 25 50 75 100 125m
SCALE 1:2500 A3
Datum AHD Scale As Shown Status For Approval
ABN: 13 609 593 339 Project Proposed Earthworks Drawing Title Proposed Earthworks Plan
Date October 2020 Drawn JAG Checked CAG PO Box 5028
NORTH
Maroochydore BC
© 360 Civil Consulting Pty Ltd - All Rights Reserved.
This drawing as been produced for the sole benefit of the Designed JAG Approved CAG Location 707 Kinmond Creek Rd, Cootharaba
Client in accordance with the Terms of Agreement.
QLD 4558
No responsibility or liability will be assumed to any third CHRIS GIBBERD RPEQ 13268 Mobile: 0403 862 009
party. This document shall only be used for the site and
project specified.
A 23-11-20 Changes as per NC Information Request
Issue Date Description
JAG CAG
By Chkd
Email: [email protected] Client M. Klein Project No. 2020083 Dwg No. 03 of 07 Issue A
Page 18
LEGEND
X X
D D
W
X
X
X
X
X X X X
X X X
X
X
S.P.
X
S.P. X
STAGE 1 X
X
X
X
X
X
X
X
X KINMOND CREEK RD
X
X
X
X
X
X
R D
EK
X
RE
NDC
MO
KIN
0 25 50 75 100 125m
SCALE 1:2500 A3
Datum AHD Scale As Shown Status For Approval
ABN: 13 609 593 339 Project Proposed Earthworks Drawing Title Erosion & Sediment Control Plan
Date October 2020 Drawn JAG Checked CAG PO Box 5028 - Stage 1
NORTH
Maroochydore BC
© 360 Civil Consulting Pty Ltd - All Rights Reserved.
This drawing as been produced for the sole benefit of the Designed JAG Approved CAG Location 707 Kinmond Creek Rd, Cootharaba
Client in accordance with the Terms of Agreement.
QLD 4558
No responsibility or liability will be assumed to any third CHRIS GIBBERD RPEQ 13268 Mobile: 0403 862 009
party. This document shall only be used for the site and
project specified.
A 23-11-20 Changes as per NC Information Request
Issue Date Description
JAG CAG
By Chkd
Email: [email protected] Client M. Klein Project No. 2020083 Dwg No. 04 of 07 Issue A
Page 19
LEGEND
X X
D D
W
X
X
S.P.
X
S.P. X
X
B
-
STAGE 2
X X X X X X X X X X X X X X X X X
B
KINMOND CREEK RD
STAGE 3
R D
REEK
DC
M ON
KIN
0.408
B SECTION B
- NTS
0 25 50 75 100 125m
SCALE 1:2500 A3
Datum AHD Scale As Shown Status For Approval
ABN: 13 609 593 339 Project Proposed Earthworks Drawing Title Erosion & Sediment Control Plan
Date October 2020 Drawn JAG Checked CAG PO Box 5028 - Stage 2 & 3
NORTH
Maroochydore BC
© 360 Civil Consulting Pty Ltd - All Rights Reserved.
This drawing as been produced for the sole benefit of the Designed JAG Approved CAG Location 707 Kinmond Creek Rd, Cootharaba
Client in accordance with the Terms of Agreement.
QLD 4558
No responsibility or liability will be assumed to any third CHRIS GIBBERD RPEQ 13268 Mobile: 0403 862 009
party. This document shall only be used for the site and
project specified.
A 23-11-20 Changes as per NC Information Request
Issue Date Description
JAG
By Chkd
CAG
Email: [email protected] Client M. Klein Project No. 2020083 Dwg No. 05 of 07 Issue A
Page 20
LEGEND
X X
D D
W
STAGE 4
KINMOND CREEK RD
RD
EK
CRE
ND
MO
KIN
0 25 50 75 100 125m
SCALE 1:2500 A3
Datum AHD Scale As Shown Status For Approval
ABN: 13 609 593 339 Project Proposed Earthworks Drawing Title Erosion & Sediment Control Plan
Date October 2020 Drawn JAG Checked CAG PO Box 5028 - Stage 4
NORTH
Maroochydore BC
© 360 Civil Consulting Pty Ltd - All Rights Reserved.
This drawing as been produced for the sole benefit of the Designed JAG Approved CAG Location 707 Kinmond Creek Rd, Cootharaba
Client in accordance with the Terms of Agreement.
QLD 4558
No responsibility or liability will be assumed to any third CHRIS GIBBERD RPEQ 13268 Mobile: 0403 862 009
party. This document shall only be used for the site and
project specified.
A 23-11-20 Changes as per NC Information Request
Issue Date Description
JAG CAG
By Chkd
Email: [email protected] Client M. Klein Project No. 2020083 Dwg No. 06 of 07 Issue A
Page 21
ETRES
AT MAX. 2.5 M CENTRES
SELF-SUPPORTING
ID TH 3 M
GEOTEXTILE MIN. W
500 MM TO 600 MM DIRECTION OF CONSTRUCTION SITE MIN.
FLOW LENG
TH 15
METR
ES
200 MM MIN.
600 MM MIN.
ON SOIL, 150 MM X 100 MM
DARY
TRENCH WITH COMPACTED BOUN
ERTY
BACKFILL AND ON ROCK, SET 300 MM MIN. PROP
INTO SURFACE CONCRETE
SECTION DETAIL
DISTURBED AREA
RUNOFF DIRECTED TO
SEDIMENT TRAP/FENCE
DIRECTION OF
FLOW
DGB 20 ROADBASE OR
1.5 M STAR PICKETS
30 MM AGGREGATE
AT MAX. 2.5 M CENTRES
EXISTING ROADWAY
GEOTEXTILE FABRIC DESIGNED TO
PREVENT INTERMIXING OF SUBGRADE
AND BASE MATERIALS AND TO MAINTAIN
GOOD PROPERTIES OF THE SUB-BASE LAYERS.
GEOFABRIC MAY BE A WOVEN OR NEEDLE-PUNCHED
PRODUCT WITH A MINIMUM CBR
BURST STRENGTH (AS3706.4-90) OF 2500 N
UNDISTURBED AREA
N.T.S.
20 M MAX. CONSTRUCTION NOTES
SWMP/ESCP) 1. STRIP THE TOPSOIL, LEVEL THE SITE AND COMPACT THE SUBGRADE.
OTHERWISE ON
(UNLESS STATED 2. COVER THE AREA WITH NEEDLE-PUNCHED GEOTEXTILE.
3. CONSTRUCT A 200 MM THICK PAD OVER THE GEOTEXTILE USING ROAD BASE
FLOW OR 30 MM AGGREGATE.
4. ENSURE THE STRUCTURE IS AT LEAST 15 METRES LONG OR TO BUILDING
ALIGNMENT AND AT LEAST 3 METRES WIDE.
5. WHERE A SEDIMENT FENCE JOINS ONTO THE STABILISED ACCESS,
CONSTRUCT A HUMP IN THE STABILISED ACCESS TO DIVERT WATER TO THE
SEDIMENT FENCE
MIN. 1.5 M
STAR PICKETS AT MAXIMUM PLAN
2.5 M SPACINGS
N.T.S.
CONSTRUCTION NOTES
1. CONSTRUCT SEDIMENT FENCES AS CLOSE AS POSSIBLE TO BEING PARALLEL TO THE CONTOURS OF THE RET
SITE, BUT WITH SMALL RETURNS AS SHOWN IN THE DRAWING TO LIMIT THE CATCHMENT AREA OF ANY ONE 5 ME URN T
SECTION. THE CATCHMENT AREA SHOULD BE SMALL ENOUGH TO LIMIT WATER FLOW IF CONCENTRATED AT TRE URF CONSTRUCTION NOTES
ONE POINT TO 50 LITRES PER SECOND IN THE DESIGN STORM EVENT, USUALLY THE 10-YEAR EVENT. S TO STR
PRE IPS EV 1. INSTALL A 2 x 400mm MINIMUM WIDE ROLL OF TURF ON THE
2. CUT A 150-MM DEEP TRENCH ALONG THE UPSLOPE LINE OF THE FENCE FOR THE BOTTOM OF THE FABRIC VEN E
TO BE ENTRENCHED. T SC RY VERGE NEXT TO THE KERB AND AT THE SAME LEVEL AS THE TOP
OUR OF THE KERB.
3. DRIVE 1.5 METRE LONG STAR PICKETS INTO GROUND AT 2.5 METRE INTERVALS (MAX) AT THE DOWNSLOPE
2. LAY 1.4 METRE LONG TURF STRIPS NORMAL TO THE KERB EVERY
EDGE OF THE TRENCH. ENSURE ANY STAR PICKETS ARE FITTED WITH SAFETY CAPS. TRE
4. FIX SELF-SUPPORTING GEOTEXTILE TO THE UPSLOPE SIDE OF THE POSTS ENSURING IT GOES TO THE 1 ME 5 METRES.
BASE OF THE TRENCH. FIX THE GEOTEXTILE WITH WIRE TIES OR AS RECOMMENDED BY THE
MANUFACTURER. ONLY USE GEOTEXTILE SPECIFICALLY PRODUCED FOR SEDIMENT FENCING. THE USE OF
SHADE CLOTH FOR THIS PURPOSE IS NOT SATISFACTORY.
5. JOIN SECTIONS OF FABRIC AT A SUPPORT POST WITH A 150-MM OVERLAP.
6. BACKFILL THE TRENCH OVER THE BASE OF THE FABRIC AND COMPACT IT THOROUGHLY OVER THE
M MIN.
GEOTEXTILE. TUR
F 800 M
KER
B
GUT
TER
ROA
DW
AY
3.0m MAX 3.0m MAX F42 GEOFABRIC
SPILL THRU WEIR FABRIC (TO AS 1304)
(IF REQUIRED)
300 200
600
GROUND LEVEL
600 N.T.S.
POSTS OR STEEL PICKETS
DRIVEN 600mm INTO
GROUND
SCALE 1:100
Datum AHD Scale As Shown Status For Approval
ABN: 13 609 593 339 Project Proposed Earthworks Drawing Title Erosion & Sediment Control
Date October 2020 Drawn JAG Checked CAG PO Box 5028 Details Plan
NORTH
Maroochydore BC
© 360 Civil Consulting Pty Ltd - All Rights Reserved.
This drawing as been produced for the sole benefit of the Designed JAG Approved CAG Location 707 Kinmond Creek Rd, Cootharaba
Client in accordance with the Terms of Agreement.
QLD 4558
No responsibility or liability will be assumed to any third CHRIS GIBBERD RPEQ 13268 Mobile: 0403 862 009
party. This document shall only be used for the site and
project specified.
A 23-11-20 Changes as per NC Information Request
Issue Date Description
JAG CAG
By Chkd
Email: [email protected] Client M. Klein Project No. 2020083 Dwg No. 07 of 07 Issue A