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Site Based Stormwater Management Plan
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Log in to see the plans as drawnSITE-BASED STORMWATER
MANAGEMENT PLAN
In Association with the
Reconfiguration of a Lot for the proposed
Industrial Development
at
4 Taylor Ct, Cooroy
Lot 6 SP197517
for
HM Developments Pty Ltd
Ref: 2123-SBSMP-01_Version 1.0
October 2021
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Full text of sections 2 to 28 (of 41)
Section 2
DOCUMENT INFORMATION
Document Title: Site-Based Stormwater Management Plan
Document Reference No. 2123-SBSMP-01 – Version 1.0
Commissioned By: HM Developments Pty Ltd
Prepared By: Barlow Shelley Consulting Engineers Pty Ltd
Author: Vincent Vicic (BEng)
Reviewed & Authorised By: Cameron Landreth (BEng, NER, RPEQ)
DOCUMENT CONTROL
Version Date Author Reviewer
1.0 19th October, 2021 Vincent Vicic Cameron Landreth
“©2021 Barlow Shelley Consulting Engineers Pty Ltd All Rights Reserved. Copyright in the whole and every part of this
document belongs to Barlow Shelley Consulting Engineers Pty Ltd and may not be used, sold, transferred, copied or
reproduced in whole or in part in any manner or form or in or on any media to any person without the prior written consent
of Barlow Shelley Consulting Engineers Pty Ltd”
Section 3
EXECUTIVE SUMMARY Barlow Shelley Consulting Engineers Pty Ltd has been commissioned by HM Developments Pty Ltd to undertake a Site Based Stormwater Management Plan (SBSMP) for the proposed Industrial Development on Lot 6 on SP197517, 4 Taylor Court Cooroy, Queensland. An assessment of the stormwater quantity and quality requirements has been carried out in accordance with the Noosa Plan (2020) & PSP6 Engineering Design Standards – Roads, drainage, and earthworks. Post-developed peak stormwater will discharge from the subject site will be directed to the underground detention basin situated under the bioretention basin in the lower reaches of the site at the south-western corner. The detention basin is 94.5m3 in volume and will ensure non-worsening of stormwater flows to downstream properties, as site discharge will be mitigated to pre-development characteristics in accordance with the Noosa Plan (2020). A bioretention basin is proposed to treat stormwater from the proposed development, and was sized in accordance with the deemed to comply stormwater quality outcome specified in the SPP (2017), where the bioretention filter area is 1.5% of the contributing catchment area. The contributing catchment area flowing to the basin is 5,508m2, which requires a bioretention basin with a filter area of 83m2. The deemed to comply outcome satisfies the requirements of the P06 of Stormwater quality and protection of receiving waters from the Noosa Plan (2020). The Lawful Point of Discharge will be the existing drainage reserve south of the site, where the site is already provided an existing stormwater drainage outlet to. The Lawful Point of Discharge meets the requirements of QUDM (2016).
Section 4
CONTENTS 1.0 INTRODUCTION..................................................................................................... 1 2.0 SITE DESCRIPTION ............................................................................................... 2 3.0 PROPOSED DEVELOPMENT ................................................................................ 3 4.0 STORMWATER QUANTITY MANAGEMENT ........................................................ 4 4.1 Introduction ....................................................................................................... 4 4.2 Hydrology .......................................................................................................... 4 4.3 Pre-Development Hydrology ............................................................................ 5 4.4 Post-Development Hydrology .......................................................................... 6 4.5 Pre-Development v Post-Development ............................................................ 7 4.6 Stormwater Detention Characteristics............................................................. 8 4.7 Stormwater Detention Results ......................................................................... 9 4.8 Lawful Point of Discharge .............................................................................. 10 5.0 STORMWATER QUALITY MANAGEMENT ......................................................... 11 5.1 CONSTRUCTION PHASE ................................................................................ 11 5.2 OPERATIONAL PHASE ................................................................................... 14 6.0 FLOODING ........................................................................................................... 15 7.0 CONCLUSION ...................................................................................................... 16 8.0 LIMITATIONS OF THIS REPORT......................................................................... 17 9.0 REFERENCES...................................................................................................... 18 10.0 CLOSURE ............................................................................................................ 19
Section 5
APPENDICES APPENDIX A - Preliminary plans by Barlow Shelley Consulting Engineers APPENDIX B - Stormwater Quality Objectives – Construction Phase APPENDIX C - Stormwater Quantity Calculations
Section 6
1.0 INTRODUCTION
Barlow Shelley Consulting Engineers Pty Ltd was commissioned by HM Developments Pty
Ltd to prepare a Site Based Stormwater Management Plan (SBSMP). The plan relates to
the proposed Industrial development located on Lot 6 on SP197517 at 4 Taylor Court,
Cooroy, Queensland (Refer to Figure 1.1 – Locality map of the site).
Approximate development boundary.
Lot 6 SP197517
Figure 1.1.1 Locality Map of Site.
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Section 7
2.0 SITE DESCRIPTION
The site is legally described as, Lot 6 on SP197517 at 4 Taylor Court, Cooroy, Queensland.
It is within the Local Government area of the Noosa Shire, adjacent the Bruce Highway. The
site is situated within the Nandroya Industrial Estate.
The site falls from north to south at a grade of 3% max with a bund formed from the southern
boundary to direct surface runoff towards the existing field inlet pit servicing the site at the
southwest corner. The Bruce highway is adjacent to the north and includes on and off ramps
associated with the Interchange. The lot includes a discharge pit to the southern grassed
swale drain at the southeast corner which services upstream catchments for lots 1,2 & 3
situated to the northeast boundary of the site. The site includes an existing sewer pumping
station and existing sewer easement to the northwest corner of the site.
Subject Site
Existing Sewer Pump
and Sewer Easement
Existing Grassed Swale Existing Basin
Figure 2.1 Aerial image of the Subject Site
The site has a total area of 0.57 ha and is the result of reconfiguration of lot 6 SP SP197517
into four individual lots.
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2123-SBSMP-01_Version 1.0 (October 2021)
Section 8
3.0 PROPOSED DEVELOPMENT The proposed development consists of an industrial complex comprising 11 industrial units, concrete parking area and landscaping. The proposed development will comprise the construction and/or installation of the following components for land use purposes: site earthworks and buildings access driveway and car parks stormwater drains other ancillary services landscaping. Once the development has been completed, all disturbed portions of the site will be rehabilitated or covered by some form of protection against soil erosion and the transportation of suspended solids from the site. These improvements will include structures, paved areas, and landscaping. Site Based Stormwater Management Plan Page 3 of 19 2123-SBSMP-01_Version 1.0 (October 2021)
Section 9
4.0 STORMWATER QUANTITY MANAGEMENT
4.1 Introduction
In accordance with the Noosa Plan (2020) stormwater flow discharging from the proposed
development is required to be consistent with the pre-development flow characteristics.
Peak flow rate was estimated using XPSTORM modelling software and validated using the
Rational Method in accordance with QUDM (2016).
A detention basin was proposed to address Acceptable Outcome AO2.3 of the Noosa Plan
(2020), which requires post-development stormwater flow discharge to be consistent with
pre-development characteristics. A 94.5m3 underground stormwater detention tank is
proposed and will mitigate post-development flow rates discharging from the site to be less
or equal to the pre-development case.
4.2 Hydrology
4.2.1 Rational Method
Fraction impervious for the pre-development case was taken as 0.0 (Open space – QUDM
2016), and 0.95 (from architectural drawings) for the post-developed.
The Rational Method, IFD data was sourced from the Bureau of Meteorology, where the 1-
hour rainfall intensity (1I10) at Noosa for the 10% AEP = 74.2mm/h. The pre-developed
scenario C10 = 0.70 (fi = 0.00), and the post-developed scenario C10 = 0.89 (fi = 0.95).
4.2.1 XPSTORM
The XPSTORM model for the pre-developed and post-developed cases were developed
using an iterative approach by varying the loss rates until the results compared with the
Rational Method (±20% - Model error).Table 4.1 presents the rainfall losses used in the
XPSTORM model.
Catchment Area Initial Loss Continuing Loss
Pervious 5 mm 1 mm/hr
Impervious 0 mm 0 mm/hr
Table 4.1 Rainfall Losses
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2123-SBSMP-01_Version 1.0 (October 2021)
Section 10
4.3 Pre-Development Hydrology
Pre-development peak stormwater discharge was estimated using XPSTORM modelling
software, and compared against the results from the Rational Method. Table 4.2 presents
the comparison to validate the peak flows estimated using XPSTORM.
Peak Discharge Comparison (m3/sec)
Design Storm Rational Method XPSTORM Difference % Change
(AEP)
63% 0.089 0.088 -0.001 -1%
39% 0.114 0.118 0.004 4%
18% 0.158 0.163 0.005 3%
10% 0.198 0.191 -0.007 -4%
5% 0.236 0.221 -0.015 -6%
2% 0.301 0.275 -0.026 -9%
1% 0.346 0.306 -0.040 -12%
Table 4.2 Pre-Development Stormwater Flow Validation
From Table 4.2 the Rational Method results compare well with the XPSTORM model results
for estimates of the pre-developed peak stormwater discharging from the site.
To ensure a robust stormwater detention design the Rational Method results will be used to
represent the pre-developed peak stormwater discharge from the site.
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2123-SBSMP-01_Version 1.0 (October 2021)
Section 11
4.4 Post-Development Hydrology
Table 4.3 presents the comparison between the post-developed flow rates estimated using
the Rational Method and XPSTORM modelling software.
Peak Discharge Comparison (m3/sec)
Design Storm Existing Post-Developed Difference % Change
(AEP)
63% 0.125 0.186 0.061 49%
39% 0.160 0.234 0.074 46%
18% 0.223 0.292 0.069 31%
10% 0.279 0.304 0.025 9%
5% 0.333 0.346 0.013 4%
2% 0.413 0.369 -0.044 -11%
1% 0.456 0.408 -0.048 -11%
Table 4.3 Post-Developed Stormwater Flow Validation
From Table 4.3 the results compare well between the Rational Method and XPSTORM
model for estimates of the post-developed peak stormwater discharge from the site. The
results generally differ by less than ±20% for storm events ranging between 10% AEP and
1% AEP. The estimates for stormwater discharge from the XPSTORM model are
conservative for minor storm events (63% AEP to 18% AEP). The results from Table 4.3
are presented in Figure 4.1 below, and shows the XPSTORM results for the minor storms
are conservative, and comparative for the major storms. The XPSTORM results will be used
to represent the post-developed case and will ensure a robust stormwater detention design.
0.500
0.450
0.400
0.350
Flow Rate (m3)
0.300
0.250
0.200
0.150
0.100
0.050
0.000
63% 39% 18% 10% 5% 2% 1%
Design Storms
RM DEV XP DEV
Figure 4.1 Post-Developed Stormwater Flow Comparison Rational Method v XPSTORM
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2123-SBSMP-01_Version 1.0 (October 2021)
Section 12
4.5 Pre-Development v Post-Development Flow Comparison
Table 4.4 below compares the pre-development Rational Method results from Section 4.2,
with the post-development XPSTORM model results from Section 4.3 to demonstrate the
requirement for stormwater detention.
Peak Discharge Comparison (m3/sec)
Pre-Development Post-Development
Design Storm Difference % Change
(AEP) Rational Method XPSTORM
63% 0.089 0.125 0.036 40%
39% 0.114 0.160 0.046 40%
18% 0.158 0.223 0.065 41%
10% 0.198 0.279 0.081 41%
5% 0.236 0.333 0.097 41%
2% 0.301 0.413 0.112 37%
1% 0.346 0.456 0.110 32%
Table 4.4 Pre-Developed Rational Method v Post-Developed XPSTORM Peak Stormwater Discharge
From Table 4.3 the proposed development will increase peak flows discharging from the
site, therefore stormwater mitigation will be required to demonstrate post-developed
stormwater discharge is consistent with pre-development characteristics in accordance with
the Noosa Plan (2020).
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2123-SBSMP-01_Version 1.0 (October 2021)
Section 13
4.6 Stormwater Detention Characteristics
XPSTORM modelling software was used to develop the detention tank outcome to ensure
post-developed stormwater flow rates were consistent with the pre-development flow rates
in accordance with the Noosa Plan (2020). Table 4.5 and Table 4.6 below summarise the
proposed underground detention tank characteristics.
Detention Maximum
Detention Type Water Outlets Weirs
Volume
Elevation
100 mm dia. pipes Stormwater [email protected] Inlet from
Bioretention
Underground 100 mm dia. pipes
94.5 m3 *RL16.m
Detention [email protected] 0.71m weir
orifice in top of
100 mm dia. pipes 225mm upstand
@ invert of tank [email protected]
IL113.7
Table 4.5 On-Site Detention Characteristics. *During the 1%AEP
In XPSTORM the stepwise linear storage method was used, where the area at varying
depths demonstrates the volume provided for detention.
Structure Depth (m) Stepwise Surface Area (m2)
Underground 0 63
Detention Tank 1.5 63
Table 4.6 Detention Tank Characteristics
The results of the detention tank model are presented in Section 4.7 below.
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2123-SBSMP-01_Version 1.0 (October 2021)
Section 14
4.7 Stormwater Detention Results
Table 4.7 presents the results from the XPSTORM detention basin model compared against
the pre-developed Rational Method results from Section 4.3.
Peak Discharge Comparison (m3/sec)
Post-Developed
Design Storm Existing Difference % Change
Mitigated
(AEP)
63% 0.089 0.056 -0.033 -37%
39% 0.114 0.112 -0.002 -2%
18% 0.158 0.157 -0.001 -1%
10% 0.198 0.178 -0.020 -10%
5% 0.236 0.201 -0.035 -15%
2% 0.301 0.199 -0.102 -34%
1% 0.346 0.217 -0.129 -37%
Table 4.7 Pre-Development v Mitigated Post-Development Peak Stormwater Discharge
The detention basin outcome satisfies Acceptable Outcome AO2.3 from the Noosa Plan
(2020), by demonstrating post-development flow rate characteristics are equal to or less
than the pre-development case. This outcome ensures non-worsening of peak stormwater
flow discharging from the proposed development.
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2123-SBSMP-01_Version 1.0 (October 2021)
Section 15
4.8 Lawful Point of Discharge
The Lawful-Point of Discharge is the existing Council controlled open drain within the
drainage reserve south of the subject site, which complies with Section 3.9.1 i) of QUDM
(2017) for a Lawful Point of Discharge.
The subject site is already provided with an existing drainage outlet to the open drain, and
is shown in Figure 4.2 from Council’s Online Interactive mapping.
N
Subject Site
Existing drainage outlet Open Drain Drainage Reserve
Figure 4.2 Drainage Reserve Lawful Point of Discharge
Site Based Stormwater Management Plan Page 10 of 19
2123-SBSMP-01_Version 1.0 (October 2021)
Section 16
5.0 STORMWATER QUALITY MANAGEMENT
In accordance with the Noosa Plan (2020) the site will be provided with stormwater quality
treatment to mitigate post-developed pollutants discharging from the site. A bioretention
basin is proposed for the development area sized in accordance with the deemed to comply
outcome specified in the SPP (2017), where the bioretention basin is 1.5% of the
contributing catchment being 5,508m2. The deemed to comply outcome satisfies P06 of the
Planning scheme, and will provide stormwater quality treatment sized in accordance with
the SPP (2017).
5.1 CONSTRUCTION PHASE
5.1.1 Pollutants
Typical pollutants generated during the construction phase of a development are listed in
Table 5.1 below.
Pollutant Potential Source Priority
Litter Paper, construction packaging, food packaging, High
cement bags, off cuts
Sediment Unprotected exposed soils and stockpiles during High
earthworks and building works
Hydrocarbons Fuel and oil spills, leaks from construction High
equipment and temporary car park areas.
Toxic Materials Cement slurry, asphalt primer, solvents, cleaning Medium
agents, wash waters (e.g. From tile works)
Alkaline Cement slurry and wash waters High
substances
Table 5.1 Typical Construction Phase Pollutants
5.1.2 Potential Impacts
Construction activities can have a potential impact on water quality. Removal of vegetation,
earthworks and changes to drainage patterns can result in erosion and sediment being
washed into waterways. This can impact on the physical-chemical parameters of the
receiving water, decline in the health of aquatic ecosystems, and overall aesthetics.
Potential impacts to the receiving waters surrounding the development site will be
minimized during the construction phase with typical measures as outlined below. These
measures should be adequately detailed on erosion and sediment control plans as part of
the development’s Operational Works application.
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2123-SBSMP-01_Version 1.0 (October 2021)
Section 17
5.1.3 Performance Objectives The amount of runoff traversing and discharging from the site while under construction should be kept to a minimum. This will restrict soil erosion and mobilisation of sediments and pollutants through and off the site. Stormwater runoff at discharge points during the construction phase shall comply with the objectives detailed in Table A in Appendix 2: Stormwater Management Design Objectives, Part G, SPP (2017). 5.1.4 Control Measures The following are typical treatment measures that should be implemented before the commencement of any construction works. Detailed erosion and sediment control procedures are to be based on the erosion and sediment control plans lodged at the Operational Works phase. Maintenance Maintenance of erosion and control treatment measures (such as sediment fences) will be undertaken if it is observed that they have not been properly installed or the capacity of the measure falls below 75%. Minimise Disturbed Areas Only clear land which will be actively under construction in the near term (e.g. within the next 3-6 months). Stabilise Disturbed Areas Provide temporary stabilisation of disturbed soils whenever active construction is not occurring on a portion of the site. Provide permanent stabilisation during finish grade and landscape the site. Protect Slopes and Channels Safely convey runoff from the top of the slope and stabilise temporary and permanent channel crossings as quickly as possible and ensure that increases in runoff velocity caused by the project do not erode the channel. Diversions of Upslope Runoff To prevent the contamination of clean runoff, upslope runoff should be diverted away from areas of exposed soil. This may be achieved by installing tightly abutting sandbags, creating a ‘sandbag perimeter bank’ to divert flow. Site Based Stormwater Management Plan Page 12 of 19 2123-SBSMP-01_Version 1.0 (October 2021)
Section 18
Sediment Fences and Inlet Protection Delineate site perimeter to prevent disturbing areas outside the project limits. Sediment fences should be installed around the perimeter of works to ensure contaminated runoff is filtered and sediment is trapped before leaving the site. Sandbags or geofabric should also be placed around/over existing stormwater inlets/grates throughout the site to ensure that any contaminated runoff is filtered before it enters the existing piped stormwater network. Retain Sediment Retain sediment-laden waters from disturbed, active areas within the site. Stabilised Vehicle Entry/Exit Point To minimise the transport of sediment off site, a stabilised entry/exit point should be constructed. All vehicles entering / leaving the site must use this designated entry/exit point. Stockpiles Stockpile locations should be identified before the commencement of works. Ideally, they should be located in a flat area at least 15m from any water body or stormwater inlet. Sediment fences should be installed downslope of all erodible stockpiles, and upslope protection measures should be used (i.e. sandbags or sediment fence) to divert runoff in the event of rain. At the end of each working day stockpiles should be covered with geofabric if rain or high winds are forecast. Street Sweeping Ensure that local roads are swept as required. This will minimise the potential for sediment tracked onto the road to be washed into the stormwater system. If a large quantity of sediment is being tracked onto the surrounding streets the stabilised entry/exit point may need to be raked or reinforced with rock to provide more effective sediment removal for vehicles. Erosion Control Matting and Permanent Stabilisation Exposed areas onsite should be permanently stabilised (i.e. with turf) as the construction works progress. Erosion control matting or mulching should be used as a temporary measure to stabilize exposed areas before permanent stabilisation can be undertaken. Monitoring Monitoring and recording of the performance of the drainage control devices including are to be undertaken in accordance with local government requirements. It is further recommended that the proposed construction works are undertaken during periods of dry weather to reduce the potential for sediment to be transported off site during construction. Site Based Stormwater Management Plan Page 13 of 19 2123-SBSMP-01_Version 1.0 (October 2021)
Section 19
5.2 OPERATIONAL PHASE
The internal drainage system has been designed to include Stormwater Quality
Improvement Devices (SQIDs) in the water quality treatment train for the proposed
development.
Bioretention Basin
Bioretention basins are densely vegetated filtration devices, where runoff (for small/frequent
storm events) enters the basin and is filtered through a filter media layer (e.g. sandy loam)
as it percolates downwards. Bioretention basins often have an extended detention volume
above the filter media which increases the volume of runoff treated through the system. The
runoff is treated as it passes through the system through fine filtration, absorption, and some
biological uptake. Refer to Figure 5.1 below showing a typical cross section of a bio-
retention basin.
Figure 5.1 Typical cross section of a bio-retention basin
Bioretention for the development was sized according to Table B of Appendix 2 from the
SPP (2017) where the filter area is 1.5% of the contributing catchment area, therefore the
bioretention filter area required is 83m2. Refer to the Stormwater Drawings included in
Appendix A for the bioretention basin layout.
Site Based Stormwater Management Plan Page 14 of 19
2123-SBSMP-01_Version 1.0 (October 2021)
Section 20
6.0 FLOODING
It was found the site is not within any minor to extreme flood zones, refer to figure 6.1 below
showing the Flood and stormwater management overlay from Council’s online interactive
mapping.
Subject Site
Figure 6.1 Flood and stormwater management overlay map (Source Noosa Council 10/09/2021)
Based on the information above, a Flood Hazard Assessment Report (FHAR) is not required
for further analysis.
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2123-SBSMP-01_Version 1.0 (October 2021)
Section 21
7.0 CONCLUSION
This site-based stormwater management plan has reviewed the estimated existing and
post-developed peak stormwater flow and stormwater quality aspect for the proposed
Industrial development at Taylor Court, Cooroy.
Based on this assessment the following conclusions have been made:
Post-developed peak stormwater discharge from the development will be mitigated by
a 94.5m3 underground detention tank, placed under the bioretention basin within the
site, providing stormwater mitigation ensuring pre-development peak flow rate
characteristics.
A bioretention basin with the area of 83 m2 minimum is proposed to treat stormwater
runoff from the development sized in accordance with SPP (2017).
In summary, development of the site will result in non-worsening of stormwater runoff
quantities to properties downstream and adjacent. All stormwater will discharge to a Lawful
Point of Discharge in accordance with QUDM (2017). Furthermore, a bioretention basin and
detention tank are proposed to mitigate stormwater pollutants and mitigate stormwater
discharge in accordance with the Noosa Plan (2020).
Site Based Stormwater Management Plan Page 16 of 19
2123-SBSMP-01_Version 1.0 (October 2021)
Section 22
8.0 LIMITATIONS OF THIS REPORT This Site Based Stormwater Management Plan (SBSMP) has been tailored to report on issues in the areas of interest, as detailed above. The information in this report is not to be used outside of the subject area. We consider that this SBSMP accurately considers conditions at the area of interest at the time the SBSMP was developed and based on information supplied to us by second and third parties. This SBSMP is to be reviewed if site conditions change in the future. This SBSMP has been undertaken for the specific purposes of HM Developments Pty Ltd, as detailed in our correspondence to them, and is solely for their use. This SBSMP should only be used in full and may not be used to support objectives other than those set out herein, except where written approval, with comments, are provided by Barlow Shelley Consulting Engineers. Barlow Shelley Consulting Engineers accept no liability with respect to the accuracy of information supplied by second and third parties. Site Based Stormwater Management Plan Page 17 of 19 2123-SBSMP-01_Version 1.0 (October 2021)
Section 23
9.0 REFERENCES Department of Infrastructure, Local Government and Planning (July 2017), State Planning Policy, DILGP, Brisbane. Institute of Public Works Engineering Australasia, Queensland (2017), Queensland Urban Drainage Manual – Fourth Edition, IPWEAQ, Queensland. Water by Design (2014). Bioretention Technical Design Guidelines (Version 1.1). Healthy Waterways Ltd, Brisbane. Site Based Stormwater Management Plan Page 18 of 19 2123-SBSMP-01_Version 1.0 (October 2021)
Section 24
10.0 CLOSURE Should further information be required please contact: AUTHORED BY: ____________________________ VINCENT VICIC – ENGINEER BEng GradIEAust For and on behalf of: BARLOW SHELLEY CONSULTING ENGINEERS (AUST) PTY LTD REVIEWED & APPROVED BY: _________________________________________________ CAMERON LANDRETH – DIRECTOR (RPEQ 19358) BEng (Hons), NER, RPEQ For and on behalf of: BARLOW SHELLEY CONSULTING ENGINEERS (AUST) PTY LTD Site Based Stormwater Management Plan Page 19 of 19 2123-SBSMP-01_Version 1.0 (October 2021)
Section 25
Appendix
Conceptual Drainage Plans
Prepared by Barlow Shelley Consulting Engineers
[OCR of page images]
Conceptual Drainage Plans
Prepared by Barlow Shelley Consulting Engineers
Section 26
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0.6
SW
X
20 0 X RL 120.43 12 S PROPOSED CONCRETE
60
RL
.5 U 11 0
9.865
PWD
FFL 120.65m .60
0.
circulation
12119
11120.45
U 03
FFL 120.6m LOT 3
12
W
0.5 .40
DRAINAG
0.4
PAD 120.35m
motorcycle DP
4
X RL
parking
PAD 120.3m
12
EX 3,234m² PROPOSED DRIVEWAY CROSS-OVER
RL
X RL 120.6 S
IS
X
RL 120.395 X T PROVIDE
W
150Ø PVC-U STUBS OUT OF ALL PITS FOR
IN
SW
X
RL 120.55 X
.5% MIN
G ROOF WATER CONNECTIONS (TYPICAL). REFER.4TO
0.6
FFL U120.4m 9 0 BIORETENTION Section 27
BASIN
1/2
FFL 120.5m BO
12
HYDRAULIC CONSULTANTS FOR DETAILS. 11
10
FFL 120.25m S
RL
600 x 600 G.I.P. UN
25Ø
PAD 120.1m
12
U 11 PAD 119.95m PAD 120.2m
DA
0.4
U 03
SL - 119.850 RL 120.5 X PROPOSED KERB AND CHANNEL
0 .3
PVC @ 0
RL RY
uP
U 12
0.2 120
0
ILin - 119.110 12 12
VC
0
RL
0.4
SW
.4 U 12
Y
0 PROPOSED RETAINING WALL (BY OTHERS)
X
ILout - 119.085 X
FFL 120.2m
@
U 04
R
12
RL 120.45 X
BOUNDA
DP
0.5
12 RL 120.2 X PAD 119.9m
1/300Ø u
FFL 120.2m 0.2 PROPOSED STORMWATER DRAINAGE
%M
0
0.1
U 12
600 x 600 G.I.P. PAD 119.9m RL 120.15 X
RL
12
IN
12
RL
SL - 119.850
SW
0.1
X
X
RL
EXISTING
FFL 120.10m
5X
RL
X
RL 120.15 X
12
ILin - 119.110
RL
12
85
0.0
X RL 119.90 PAD 119.80m
0.2
12
FFL
U 09 120.15m
19.
% MIN
H.
ILout - 119.085
0.2
1/375Ø [email protected]
P.
RL
L1
PAD 119.85m
.0
.12
X
X
RL
12
20
.10 9.60
XR
11
0.1
20
0.0
L1
12
TW119.8 20
120
12
1
5
U 05
0.1
SW
.00
BW119.0 00
X
0.1
XR
RL
1
RL
RL
5
12
RL 1
0.0
X
X
95 5 20.0 RL 120.15 X
9.97
0
X
RL
DPDP
119
12
120.0
1/375Ø uPVC .80 L 11
X RL 118.80
X
RL
X R 120.05 120
X
[email protected]% MIN .60 DP
X RL .2 X FFL 120.2m
119.40 1/450Ø uPVC
PAD 119.9m 115.20
SW
[email protected]% MIN FFL 120.2m U 05
119.20
600 x 600 G.I.P. FFL 120.05m
RL
PAD 119.9m U 06
.10
BIO FFL 120.1m PAD 119.75m
12
SL - 119.975 U 07
20
0.1
119.00
0
L1
PAD 119.8m
0X
RL119.0
8.6
ILin - 119.050 U 08
XR
0 1/225Ø uPVC
119.2101
ILout - 119.025
8.8
SW
ILtank overflow 1 [email protected]% MIN
-119.250 (375Ø) 600 x 600 G.I.P. EMERGENCY RELIEF OVERLAND FLOW
TW119.800
BW118.200
WEIR 119.35 117.80 0
BW118.3 00
SL - 119.900 THROUGH BACK OF CARPARK U05 & U06
00
40
117.20 116.80 5.0
TW119.8
117.11 ILin - 119.360 6.00
116.8
6.4
6.6
6.2 11
PROPOSED 1/225Ø uPVC 7.00
DETENTION [email protected]% MIN 116.60 ILout - 119.335
REFER TO 2123-R07
SW
RY
EXISTING BOUNDA
SW
FOR DETAILS.
c:\users\kurt\desktop\2123 taylor court cooroy\acad\2123 opw set.dwg
DRAINAGE
RESERVE NOTE:
REFER ARCHITECTURAL DRAWINGS FOR
FINAL BUILDING FOOTPRINTS AND FLOOR
PLANS TO PROPOSED DEVELOPMENT.
PROJECT: JOB NUMBER
REV DATE DESCRIPTION BY CHKD DRAWN
I GDETAL
IS SCALE APPROVED PROPOSED INDUSTRIAL DEVELOPMENT 2123
A 15-12-2021 FOR APPROVAL KE DB LOT 4 TAYLOR COURT, COOROY
DATUM AHD SHEET: 6 OF 10
0 5.0 10 15 20 25m MAROOLINGAR P/L ATF TWENTY20 UT
DESIGN KE
................. DRAWING TITLE: DRAWING NUMBER REV
DRAWN KE Director: CAMERON LANDRETH
SCALE 1:500 A3 Director: TONY SHELLEY
(RPEQ p 07 5443 8285 ROADWORKS AND STORMWATER DRAINAGE R06 A
DESIGN CHECK CL (RPEQ19358)
7736)
e [email protected] w www.barlowshelley.com.au
DATE DEC-2021
This drawing is not to be copied or amended without written permission from
Barlow Shelley Consulting Engineers a PO Box 899 Maroochydore 4558 ABN 89 215 591 077
DETAIL PLAN
Section 28
600 x 600 G.I.P.
(OVER 1.2Ø MH)
SL - 119.700
SW
ILin - 117.500
ILout - 117.475
VC
uP IN 1.75m 9.0m
1/375Ø u Ø
50 M
SW PVC 1/4 0.5%
1/375Ø uPVC @
@ 1.0% MIN ACCESS CHAMBER
VC DP
EASEM GE
ENT
PR BDY
uP
0.3m
IL 117.47 900 x 900 GRATE
5
5 Ø MIN
SW
A
2 %
1/2 1.0 600 x 600 G.I.P.
DRAIN
7.73m SL - 119.975
@
ILin - 119.050
1:4 RL 119.00
ILout - 119.025
SW
FILTER MEDIA RL12.90 INFLOW OVERFLOW 1:4
ILtank overflow FROM BIO ACCESS
NSL
-119.250 (375Ø)
PROPOSED DETENTION TANK = 94kL
8.78m
F
SW
BIO RL 119.0
6.78m
REFER TO TYPICAL
U 08SECTION FOR DETAILS RL 118.20
TANK SIZE = 9.0m (L) x 7.0m (W)
- TIMBER SLEEPER RETAINING 100Ø SUBSOIL DRAINAGE
INLET FROM
WALL AS PER MANUF. SPEC. 100mm DIA. [email protected] ABOVE INVERT [email protected] CRS
F
SW
CARPARK
BIO BASIN (TYPICAL) COMPLETE WITH OVERFLOW 100mm DIA. [email protected] ABOVE INVERT
AREA = 63m2 - 9m (L) x 7m (W) WATERPROOF TANKING 375DIA
PROPOSED DETENTION TANK = IL 117.475 BIO RETENTION BASIN
1.5m
1.9m
0.3m EXTEND DETENTION 94kL VOLUME
9.53m 0.5m DEEP FILTER MEDIA REFER BELOW FOR DETAIL
SW
11 9.35 DETENTION TANK TANK SIZE = 9.0M (L) X 7.0M (W)
WEIR 0.1m SAND TRANSITION
0.2m GRAVEL DRAINAGE LAYER BASE, WALLS & LID
1/22 .0% MI
BIO SL = 119.600 0.2m THICK (TYPICAL)
@1
RL 116.50 100mm DIA. PIPES @ INVERT OF TANK 0.71m WEIR ORIFICE ON
5Ø
BIO IL = 118.800
ROCK PAD SCOUR PROTECTION TOP OF 225Ø uPVC
uPV
AS DIRECTED ON SITE UPSTAND OUTLET PIPE
C
N
- WEIR RL117.90
SW
CONNECT Ø225 OVERFLOW
PROVIDE EMERGENCY ROCK
PIPE FROM DETENTION TANK BIO BASIN / DETENTION TANK - TYPICAL SECTION 'F'
SPILLWAY AND 5.0m LONG WEIR
TO EXISTING FIELD INLET PIT 0 0.5 1.0 1.5 2.0 2.5m
TO BIO-RETENTION BASIN AS PER
AS SHOWN. IL TBC ONSITE
SW
IPWEAQ STD DWG WSUD-006
PRIOR TO CONSTRUCTION
SW
SCALE 1:50 A3
A
100 300 300 100
SW
M12 NUT AND L.S. WASHER
50
100
75
DRAINAGE
PIT SURFACE LEVEL
RESERVE
135
100
150
M12 GALV
600 BOLT 150 LONG
850
100 100
BIO BASIN PLAN SECTION A-A EMBEDDED 115
Ø16 HOLE
A
PLAN
PROVIDE LOCKING C.I. CAP TO EXTEND GRATE OMITTED FOR CLARITY
FIELD INLET PIT TYPE 1
FUNCTION OR SECURE APPROX. 150mm ABOVE
CAP WITH SCREWS BASIN SURFACE FILTER CLOTH OR ORGANIC GEOTEXTILE MATTING FIXED TO WITHOUT CONCRETE RAISED GRATE
PERIMETER OF WALLS TO AVOID RUNNELLING OF WATER APRON (IPWEA STD DWG
D-0050 N.T.S.
BETWEEN PIT AND SOIL INTERFACE. 300 WIDE, 100 COVER. OVERFLOW PIT 300mm
FUTURE PLANTING TO ABOVE BIORETENTION FSL
C.I. CAP TO EXTEND
TEMPORARY TURF LANDSCAPE PLANS
APPROX. 150mm ABOVE MEDIA LEVEL TEMPORARY TURF
SUBSOIL DRAIN CLEANOUT - PVC PIPE BASIN SURFACE AND TOP SOIL
135° BEND, REFER NOTE (NON SLOTTED) AND CONNECTOR
BELOW. CLEANOUTS AT HEAD OF SUBSOIL
DRAIN 50mm TOP SOIL
BIORETENTION 500
100
GOETEXTILE FABRIC FILTER MEDIA
WRAPPED OVER COMPLETE
FILTER MEDIA COARSE SAND 100
CLEANOUT POINT DETAILS 5-10mm GRAVEL 200
NOT TO SCALE BIORETENTION BASIN
REFER TO TYPICAL
c:\users\kurt\desktop\2123 taylor court cooroy\acad\2123 opw set.dwg
CROSS SECTION. Ø100 - Ø150 SLOTTED
UNDER-DRAIN: SLOTTED RIGID PIPE TO AS2439.1 OR PVC DRAINS CONNECT DROP INLET INTO DETENTION
APPROVED EQUIVALENT, 0.5% MIN. GRADE. DIA TYPICALLY INTO GRATED PIT. TANK UNDERNEATH
NOTE:
100-150Ø U.N.O. GRADE AT 0.5%
REFER ARCHITECTURAL DRAWINGS FOR
PIPE JOINTS SHALL BE GLUED USING PLUMBING CEMENT.
FILTER SOCKS NOT TO BE USED. UNDER-DRAINAGE PIPES DETAIL A TYPICAL BIORETENTION SCHEMATIC AND DETAILS FINAL BUILDING FOOTPRINTS AND FLOOR
NOT TO SCALE NOT TO SCALE PLANS TO PROPOSED DEVELOPMENT.
SHALL BE SEALED INTO PITS USING GROUT OR APPROVED
WATERTIGHT SEAL.
PROJECT: JOB NUMBER
REV DATE DESCRIPTION BY CHKD DRAWN
I GDETAL
IS SCALE APPROVED PROPOSED INDUSTRIAL DEVELOPMENT 2123
A 15-12-2021 FOR APPROVAL KE DB LOT 4 TAYLOR COURT, COOROY
DATUM AHD SHEET: 7 OF 10
MAROOLINGAR P/L ATF TWENTY20 UT
DESIGN KE
AS NOTED
................. DRAWING TITLE: DRAWING NUMBER REV
DRAWN KE Director: CAMERON LANDRETH
Director: TONY SHELLEY
(RPEQ p 07 5443 8285 BIO RETENTION BASIN LAYOUT PLAN R07 A
DESIGN CHECK CL (RPEQ19358)
7736)
e [email protected] w www.barlowshelley.com.au
DATE DEC-2021
This drawing is not to be copied or amended without written permission from
Barlow Shelley Consulting Engineers a PO Box 899 Maroochydore 4558 ABN 89 215 591 077
DETAILS AND SECTIONS
The text continues on section 29.