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Attachment 5 - Stormwater Managment Plan · 132007.12.8
Attached to the e-mail 132007.12.8 - Changes Application - Noosaville Medical and Professional Centre 90 Goodchap Street , Noosaville.
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Stormwater Management Plan Lot 4 Goodchap Street, Noosaville N.C. Oliver Properties Pty Ltd [OCR of page images] Stormwater Management Plan Lot 4 Goodchap Street, Noosaville N.C. Oliver Properties Pty Ltd
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AquaIntel Pty Ltd
t: +7 5414 7185 m: 0400 436 391
e: [email protected]
w: www.aquaintel.com.au
ACN: 153 875 953 ABN: 83 572 946 845
Document Information
Report Title Stormwater Management Plan – Lot 4 Goodchap Street, Noosaville
Version Rev 0
Author(s) Brendon Bolt
Approved by Brendon Bolt (RPEQ 11523)
Signed
Date 25 June 2017
Doc No 2017025_Goodchap_St_SMP_rev0.docx
Distribution N.C. Oliver Properties Pty Ltd, TOD Consulting
AquaIntel
Document Path:
Projects:2017025_Goodchap_St_SMP:007_wp:Rev0:Report:2017025_Goodchap_St_SMP_rev0.docx
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Executive Summary AquaIntel Pty Ltd was commissioned by N.C. Oliver Properties Pty Ltd to prepare a Stormwater Management Plan to support the Material Change of Use application for a carpark at Lot 4 Goodchap Street, Noosaville (Lot 3 SP264909). The site currently has an unsealed carpark that services the adjoining Central Queensland University medical hub. The site falls from the north-east to south-west boundary where runoff flows into bushland park. The site is part of the Noosa River catchment and is not subject to regional flooding. Environmental best management practices are proposed for treatment of stormwater flowing from the site. Stormwater will pass through a treatment device prior to discharge to the receiving environment. The stormwater treatment strategy for the site will include collection of runoff from roofed, road and allotment areas being directed to an on-site bioretention system located at the outlets to the site. Non-worsening of peak flows from the site has been demonstrated through the incorporation of a detention system at the outlet to the site and will be located in conjunction with the bioretention system. There is an external catchment associated with the Telstra site located directly to the north. This site has existing drainage installed and will be maintained as part of this development.
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Contents EXECUTIVE SUMMARY I 1 INTRODUCTION 4 1.1 SITE CHARACTERISTICS 4 2 STORMWATER QUALITY 6 2.1 DESIGN OBJECTIVES 6 2.2 STORMWATER QUALITY TREATMENT 6 2.2.1 STRATEGY 6 2.3 MODELLING APPROACH 6 2.3.1 MUSIC PARAMETERS 6 2.3.2 CATCHMENT AREAS 7 2.3.3 MUSIC MODEL LAYOUT 8 2.4 TREATMENT MEASURES 9 2.4.1 BIORETENTION SYSTEM 9 2.4.2 SEDIMENT FOREBAYS 9 2.5 RESULTS 10 3 STORMWATER QUANTITY 11 3.1.1 EXISTING SCENARIO 11 3.1.2 DEVELOPED SCENARIO 13 3.1.3 MITIGATED SCENARIO 14 4 CONSTRUCTION PHASE MANAGEMENT 15 4.1 EROSION AND SEDIMENT CONTROL 15 5 ESTABLISHMENT AND OPERATIONAL PHASE MANAGEMENT 16 5.1 ESTABLISHMENT 16 5.2 OPERATIONAL 16 6 CONCLUSIONS 17 7 REFERENCES 18 APPENDICIES Appendix 1: Site Layout 19 Appendix 2: WBNM Output 20 Appendix 3: Preliminary Design Drawings 21
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FIGURES Figure 1: Locality Plan 5 Figure 2: WSUD Catchment and Locality Plan 8 Figure 3: MUSIC Model Layout 9 Figure 4: Existing Catchment Plan 12 TABLES Table 1: Site stormwater quality objectives (operational phase) 6 Table 2: MUSIC Base and Storm Flow Concentration Parameters - Commercial 7 Table 3: MUSIC Runoff Generation Parameters 7 Table 4: Catchment Areas 7 Table 5: Bioretention Design Parameters 9 Table 6: MUSIC Results – Load-Based Pollutant Outputs 10 Table 7: Sub-Catchment Area and Fraction Impervious Values – Existing Scenario 11 Table 8: Peak Flows at Each Outlet 11 Table 9: Sub-Catchment Area and Fraction Impervious Values – Developed Scenario 13 Table 10: Developed Scenario Outlet Peak Flow Comparison – Easement Outlet 13 Table 11: Storage and Outlet Details of Detention System 14 Table 12: Comparison of Existing, Developed and Mitigated Peak Flows at SUB1 14
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1 Introduction
AquaIntel has been commissioned by N.C. Oliver Properties Pty Ltd to prepare a
Stormwater Management Plan to support the Material Change of Use application for
a proposed carpark at Lot 4 Goodchap Street, Noosaville (Lot 3 SP264909).
The proposed outcome of this document is to identify stormwater management
options to comply with the Division 20 – Water Sensitive Urban Design Code and
Division 18—Transport, Roads and Drainage Code of the Noosa Shire Council’s (NSC)
“The Noosa Plan”. From this, the load based Water Quality Objectives (WQO’s)
stipulated in the State Planning Policy – July 2014 (DSDIP) for the South-East
Queensland region will be adopted for the site. The purpose of this SMP is to identify
the final stormwater management options to be implemented within the site to
achieve elements of the code. The objectives of this SMP are to:
• Ensure the proposed development maintains or improves the environmental
values of the receiving waters within the receiving catchment throughout the
operational phase;
• Consider suitable Stormwater Quality Improvement Devices (SQID’s) based on
Water Sensitive Urban Design (WSUD) principles;
• Recommend an appropriate stormwater treatment strategy for the proposed
development that complies with Noosa Shire Council (NSC) water quality
objectives;
• Ensure the development achieves non-worsening of stormwater flows
downstream of the site.
1.1 Site Characteristics
The location of the proposed development site is shown in Figure 1 and covers an area
of approximately 0.20ha. The site is bounded by an existing Telstra site to the north,
Central Queensland University medical hub to the east, bushland park to the south
and private property to the west.
The site currently has an unsealed carpark that services the adjoining Central
Queensland University medical hub. The site falls from the north-east to south-west
boundary where runoff flows into bushland park. The site is part of the Noosa River
catchment and is not subject to regional flooding. Elevations on the site range from
4.5m to 7.8m AHD.
The proposed development layout is provided in Appendix 1.
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SITE
Figure 1: Locality Plan
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Figure 1: Locality Plan
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2 Stormwater Quality
2.1 Design Objectives
This report identifies the stormwater quality management objectives for the
operational phase (post-construction phase) of the proposed development.
Construction based stormwater quality management objectives will need to be
addressed as part of operational works documentation.
The load based Water Quality Objectives (WQO’s) stipulated in the State Planning
Policy – July 2014 for the South East Queensland region will be adopted for the site.
The applicable water quality design objectives for the site are shown in Table 1 below.
Table 1: Site stormwater quality objectives (operational phase)
Minimum reductions in mean annual loads from unmitigated development (%)
Total Suspended Total Phosphorous Total Nitrogen Gross pollutants
Solids (TSS) (TP) (TN) >5 mm
80 60 45 90
2.2 Stormwater Quality Treatment
2.2.1 Strategy
The objective of this report is to assess the stormwater quality measures required
based on the development layout prepared in order to support the Material Change
of Use application for the site. The site will consist of a multi-story carpark, with
majority of the site being roofed, which will be collected and directed to a bioretention
system located near the outlet of the site prior to discharge from the site.
2.3 Modelling Approach
2.3.1 MUSIC Parameters
An assessment of stormwater runoff quality from the proposed development site has
been assessed using the Model for Urban Stormwater Improvement
Conceptualisation (MUSIC) – Version 6.20, released in 2016.
Climate data for the catchment was sourced from the MUSIC model database. The
rainfall and evaporation data template for this site has been based on data from
Cooroy (040059) from 1/1/1973- 31/12/1983 with six (6) minute rainfall duration.
Table 2Table 2 and Table 3 outline the adopted source node parameters from “MUSIC
Modeling Guidelines” (Water By Design, 2010) that were used in the MUSIC model.
The site will consist of a multi-story carpark and has been represented using
commercial runoff parameters.
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Table 2: MUSIC Base and Storm Flow Concentration Parameters - Commercial
Total Suspended Total
Total Nitrogen
Solids Phosphorous
(Log10 mg/L)
Land Use Parameter (Log10 mg/L) (Log10 mg/L)
Storm Base Storm Base Storm Base
Flow Flow Flow Flow Flow Flow
Mean 2.16 0.78 -0.39 -0.60 0.37 0.32
Ground
Std Deviation 0.38 0.39 0.34 0.50 0.34 0.30
Mean 1.30 N/A -0.89 N/A 0.37 N/A
Roof
Std Deviation 0.38 N/A 0.34 N/A 0.34 N/A
Table 3: MUSIC Runoff Generation Parameters
Parameter Commercial
Rainfall Threshold (mm) 1
Soil Capacity (mm) 18
Initial Storage (%) 10
Field Capacity 80
Infiltration Capacity Coefficient a 243
Infiltration Capacity Coefficient b 0.6
Initial Depth (mm) 50
Daily Recharge (%) 0
Daily Drainage (%) 31
Daily Deep Seepage Rate (%) 0
2.3.2 Catchment Areas
As the site is predominately a roofed carpark, the development site has been divided
into two source nodes representing roof and ground which contribute to the
bioretention basin. The area reporting to the bioretention basin represents all the
development site. Table 4 outlines the catchment areas and imperviousness
represented within the MUSIC model. The stormwater quality catchments are
provided in Figure 2.
Table 4: Catchment Areas
Catchment Roof Ground Total
Carpark (ha) 0.158 0.044 0.202
Impervious % 100 30 -
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Goodchap Street
Bioretention Basin
WSUD Catchment
Figure 2: WSUD Catchment and Locality Plan
2.3.3 MUSIC Model Layout
As the management of urban stormwater needs to take a holistic approach,
appropriate treatment measures need to be implemented. The correct utilisation of
various devices within the treatment train is imperative to target the desired
pollutants, from the gross solids to the fine colloidal partials. Figure 3 shows the
MUSIC model layout for the development.
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Figure 3: MUSIC Model Layout
2.4 Treatment Measures
Runoff from the development will be treated via a bioretention system. The locality
of the treatment device is shown in Appendix 1.
2.4.1 Bioretention System
Bioretention systems use ponding above a treatment surface to maximise the volume
of runoff flowing through the filtration media. They typically convey flows above the
design event through overflow pits or a weir. The treatment system operates by firstly
filtering surface flows through surface vegetation and then percolating runoff through
prescribed filtration media. This media provides treatment through fine filtration,
extended detention and biological uptake of nutrients.
As these systems take approximately 12-24hrs to drain, the maximum depth of
pondage allowed to occur over the filter area has been limited to 300mm, with a
minimum filter media depth of 400mm. Table 5 summarises the proposed design
parameters for each bioretention system for this development. It is to be noted that
the Orthophosphate content of the filter media has been reduced to 30mg/kg in line
with recent advice from Healthy Waterways.
(http://healthywaterways.org/initiatives/waterbydesign/stormwater).
Table 5: Bioretention Design Parameters
Parameter Basin
Extended Detention Depth (m) 0.30
Storage Surface Area (m2) 27
2
Filter Media Area (m ) 27
Unlined Filter Media Perimeter (m) 0.01
Saturated Hydraulic Conductivity (mm/hr) 200
Filter Depth (m) 0.4
TN Content of Filter Media (mg/kg) 400
Orthophosphate Content of Filter Media
30
(mg/kg)
Exfiltration Rate (mm/hr) 0.0
Overflow Weir (m) 2.0
2.4.2 Sediment Forebays
A sediment forebay is only required to pre-treat runoff if their contributing catchment
is greater than 2 ha. As the total site being treated is only 0.202ha, a sediment forebay
is not being proposed.
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2.5 Results
MUSIC modelling of the proposed treatment train for the developable area of the
subdivision at Lot 4 Goodchap Street, Noosaville was performed to ensure the load
based Water Quality Objectives was achieved. Table 6 presents the load-based
outputs that are represented by this Material Change of Use application.
Table 6: MUSIC Results – Load-Based Pollutant Outputs
Unmitigated Mitigated Reduction Target
Pollutant Compliance
(kg/yr) (kg/yr) Achieved (%) Reduction
TSS 163 31.9 80.4 80% ✓
TP 0.658 0.17 74.1 60% ✓
TN 8.79 3.35 61.9 45% ✓
GP 61.1 0 100 90% ✓
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3 Stormwater Quantity
The objective of this component of the study is to investigate the potential impact
that the proposed development will have on peak flows discharging downstream of
the site. Where any increases of peak flows are found, potential mitigation options
will be investigated in the form of a detention system.
Hydrologic modelling of the catchment has been carried out using WBNM software
developed jointly by the University of Wollongong, Rienco Consulting and Balance
R&D. The January 2012 version has been used for this investigation.
Modelling has been carried out for the 1, 2, 5, 10, 20, 50 and 100 year ARI storm
events. The following scenarios have been investigated:
1. Existing Scenario
2. Developed Scenario
3. Mitigated Scenario
3.1.1 Existing Scenario
Sub-catchment fraction impervious values have been calculated based on aerial
imagery data and consistent to with existing Telstra site to the north and the existing
unsealed carpark. The existing carpark could be considered 100% impervious,
however, as there is likely to be slightly more runoff from a roofed surface, the existing
carpark has been assigned a fraction impervious of 80%. The existing scenario sub-
catchment areas and fraction impervious values for each sub-catchment are tabulated
below in Table 7. The existing catchment plan is shown below in Figure 4.
Table 7: Sub-Catchment Area and Fraction Impervious Values – Existing Scenario
Existing Scenario
WBNM Sub-Catchment Area (ha)
Impervious (%)
SUB1 0.262 56
SUB2 0.202 80
TOTAL 0.464
In the existing scenario, there is one outlet, with all flows reporting to the bushland
park downstream of the site. Peak flows reporting to this outlet are presented
below in Table 8.
Table 8: Peak Flows at Each Outlet
1yr ARI 2yr ARI 5yr ARI 10yr ARI 20yr ARI 50yr ARI 100yr ARI
Catchment (m3/s)
(m3/s) (m3/s) (m3/s) (m3/s) (m3/s) (m3/s)
Outlet 0.101 0.142 0.192 0.220 0.259 0.279 0.314
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Goodchap Street
Outlet
Figure 4: Existing Catchment Plan
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Figure 4: Existing Catchment Plan
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3.1.2 Developed Scenario
The proposed development has been incorporated into the WBNM model by adjusting
the site fractions impervious values. Area and fraction impervious values for the
developed scenario are provided in Table 9 below. The impervious percentage of this
scenario are reflective of the development being proposed.
Table 9: Sub-Catchment Area and Fraction Impervious Values – Developed Scenario
Developed Scenario
WBNM Sub-Catchment Area (ha)
Impervious (%)
SUB1 0.262 56
SUB2 0.202 90
TOTAL 0.464
As the development, will direct all flows from the site to the outlet reported as
‘Easement’ in Figure 4 and Table 8, peak flows in the developed scenario will be
compared to flows at this outlet. A comparison of the existing and developed is
presented below in Table 13.
Table 10: Developed Scenario Outlet Peak Flow Comparison – Easement Outlet
Existing Peak Flow Developed Peak Flow Change in Peak Flow
(m3/s) (m3/s) (m3/s)
1 year 0.101 0.107 0.006
2 year 0.142 0.146 0.004
5 year 0.192 0.195 0.003
10 year 0.220 0.223 0.003
20 year 0.259 0.261 0.002
50 year 0.279 0.280 0.001
100 year 0.314 0.315 0.001
It can be seen that the peak flows have increased slightly to the catchment outlet.
This is a result of the development site increasing the impervious area. Mitigation
within the catchment will be required. The developed catchment is the same as the
existing catchment shown in Figure 4.
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3.1.3 Mitigated Scenario
When comparing the peak flows in the existing and developed scenarios, increases in
the peak discharge occur at the catchment outlet. As a result, a detention system will
be required to be implemented in order to demonstrate non-worsening from the site.
All modeling parameters remain consistent between the developed and mitigated
scenarios, with the addition of a detention basin downstream of SUB1 and SUB2. The
storage details included within the model are provided in Table 11.
The catchment for the mitigated scenario is the same as the existing scenario as shown
in Figure 4, however, the local detention system has been applied to SUB2.
Table 11: Storage and Outlet Details of Detention System
Basin 1
Elevation Storage (m3) Comment
5.7 0 Top of Bioretention Extended Detention
6.1 23 Weir Level
Pipe Outlet 450mm Dia at RL5.7m
Weir Outlet 2.7m wide at RL6.1m
Q100 WSL RL6.08m
Q100 Volume 22m3
Q10 WSL RL5.98m
Q10 Volume 16m3
A comparison of the peak flows between the existing, developed and mitigated
scenarios are presented below in Table 12. It can be seen that non-worsening of peak
flows is achieved at the outlet to the site.
Table 12: Comparison of Existing, Developed and Mitigated Peak Flows at SUB1
Existing Peak Developed Peak Mitigated Peak Change in Peak
Flow (m3/s) Flow (m3/s) Flow (m3/s) Flow (m3/s)
1 year 0.101 0.107 0.100 -0.001
2 year 0.142 0.146 0.138 -0.004
5 year 0.192 0.195 0.185 -0.007
10 year 0.220 0.223 0.212 -0.008
20 year 0.259 0.261 0.249 -0.010
50 year 0.279 0.280 0.269 -0.010
100 year 0.314 0.315 0.302 -0.012
WBNM outputs are provided in Appendix 2 of this report.
Preliminary design plans of the system have been prepared by TOD Consulting and are
provided in Appendix 3.
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4 Construction Phase Management
4.1 Erosion and Sediment Control
The management of the site during the construction phase is an important step in
ensuring water quality standards are achieved. Implementation of best practice
Erosion and Sediment Control techniques is imperative to managing the quality of
runoff affected by construction works.
The following points provide general guidance on the management of stormwater
during the construction phase. Detailed Erosion and Sediment Control Management
Plans should be developed in conjunction with the Operational Works design prior to
construction works commencing in accordance with the International Erosion Control
Association (IECA) - “Best Practice Erosion and Sediment Control (BPESC) document”
and overseen by a Certified Professional in Erosion and Sediment Control (CPESC) or
Registered Professional Engineer Queensland (RPEQ).
1. Establish a single stabilised entry/exit point for the site works;
2. Construct a shake-down grid at the entrance to facilitate the removal of
sediment from trucks leaving the site. The access road extending from the end
of existing road or kerb to the grid should comprise a 150-200mm deep pad of
40mm crushed rock;
3. Install sediment fences along the lower boundaries of the site;
4. Construct one or more strategically placed sediment basins in the proposed
drainage reserve and construct contour drains / bunds to direct disturbed
runoff to the sediment basins;
5. Install bins and/or wind-proof litter areas on-site to minimise the dispersion of
gross pollutants;
6. Maintain on site sufficient materials necessary for the emergency repair of all
erosion control devices. This includes silt fences, clean crushed rock for
reapplication to the entrance road and for replacement of rock within
temporary drainage channels, and flocculants for settling sediment basins;
7. Following each days construction works, ensure that any material on road
surfaces is swept from the road, and not permitted to be washed down the
gutters and piped drainage systems.
8. Quality of pooled water within sediment basins are to be monitored prior to
dewatering, sufficient time should be given to allow sediment to settle
(possible with the assistance of a suitable flocculent if necessary) &/or filtering
during pumping operations.
9. Final establishment of bioretention basin should not occur until full
stabilisation of upstream catchment has occurred; preferably these should be
temporarily turfed during the maintenance period while dwelling construction
is occurring.
It shall be the responsibility of the developer, through their principal contractor, to
ensure that temporary sediment and erosion controls are installed and maintained
correctly.
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5 Establishment and Operational Phase Management
5.1 Establishment
Experience shows that the critical periods in the life of WSUD vegetated stormwater
systems are the construction and establishment phases. The timing and approach to
these systems must be carefully considered to ensure successful establishment and
long-term performance. Bioretention systems are now common stormwater
treatment devices for new urban developments in South East Queensland. Successful
construction and allowing adequate time for the systems to establish is critical to their
long-term performance and function. Construction of the system is also linked to
having suitable bioretention designs in place to ensure, civil contractors have
appropriate plans to construct to. Applying due care in the design and construction
phase will ensure the function of the system whilst also keeping on-going
maintenance to a minimum. It is highly recommended that the constructed activities
be completed in accordance with the Construction and Establishment Guidelines:
Swales, Bioretention Systems and Wetlands (Apr 2010). This will require a sacrificial
turf layer to be installed to protect the filter media from the building phase.
5.2 Operational
It is not proposed for water quality monitoring of the bioretention system to be
undertaken during the operational phase of its life. The “Maintaining Vegetated
Asset” guideline highlights that water quality monitoring is not recommended to
determine the performance of every vegetated stormwater asset, as it is a specialized
field that is complex and costly. In line with this guideline the on-going monitoring of
water quality from this device is not considered necessary considering the small size
of the development.
The bioretention system will be managed by the body corproate, who as the asset
custodian, will be responsible for the on-going maintenance of the water quality
device. Maintenance for the bioretention basin may involve the following:
1. Scheduled inspections;
2. Removal of noxious plants or weeds;
3. Maintaining the desired vegetation;
4. Repairing erosion;
5. Unblocking inlets and outlets;
6. Removing litter and debris;
7. Managing algal or moss growth;
8. Maintaining the permeability of the filtration.
Operations and maintenance should be conducted in accordance with the
Maintaining Vegetated Stormwater Assets (Feb 2012) guideline.
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6 Conclusions
It can be seen from the results, presented in Table 6 that the treatment proposed for
the development site achieves the performance criteria set by the NSC. Annual Load
Reductions of Total Suspended Solids (TSS), Total Phosphorus, Total Nitrogen (TN) and
Gross Pollutants (GP) between the Mitigated and Unmitigated Scenarios have been
achieved.
It is proposed for the site to implement a detention system within the site in order to
achieve Council’s non-worsening criteria. Table 13 provides a comparison of the
existing and developed (no mitigation) flows from the hydrologic model, which
highlights the need for a detention system to be incorporated into the development.
Modelling of the detention basin was carried out within the WBNM hydrology model.
Table 12 provides a comparison of the peak existing and mitigated flows. It can be
seen that the modeled mitigation solutions ensure non-worsening is achieved.
This plan demonstrates that effective treatment of stormwater at the proposed
development can be achieved through the integration of Water Sensitive Urban
Design (WSUD) principles. Through the incorporation of a bioretention and detention
system, the plan successfully demonstrates:
• Compliance with the requirements of NSC’s Load Based Objectives;
• Ecological sustainability in terms of the development’s impact upon receiving
waters and the viability of the proposed site development; and
• Compliance with NSC non-worsening of peak flows in the 2, 10 and 100 year
ARI storm event;
Preliminary design plans of the detention and bioretention system have been
prepared by TOD Consulting and are provided in Appendix 3.
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7 References
1. Boyd et al (2007), “WBNM User Guide”.
2. Bureau of Meteorology, Online Rainfall IFD Data System
‘http://www.bom.gov.au/hydro/has/cdirswebx/cdirswebx.shtml’.
3. WaterbyDesign (2012), “Maintaining Vegetated Assets”.
4. WaterbyDesign (2014), “Bioretention Technical Design Guidelines”.
5. WaterbyDesign (2010), “MUSIC Modelling Guidelines”.
6. Noosa Shire Council (2013), “The Noosa Plan”.
7. Healthy Waterways (June 2006), “Water Sensitive Urban Design Technical
Design Guidelines for South East Queensland”.
8. Queensland Government – Natural Resources and Water (2007), “Queensland
Urban Drainage Manual – Volume 1 2nd Edition”.
9. Queensland Government (2014), “State Planning Policy – July 2014”.
10. International Erosion Control Association (IECA) - “Best Practice Erosion and
Sediment Control (BPESC) document”.
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Appendix 1: Site Layout [OCR of page images] x ind aquaintel Appendix 1: Site Layout Intelligent Water Management Solutions
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Goodchap Street
Eumundi Road
Roundabout
Street
CHILDCARE CENTRES
To Goodchap
BUILDING SET-OUT
X 90.900, Y 71.670
PROFESSIONAL PROFESSIONAL
OFFICES OFFICES
A
Office Space
Property Boundary
PROPOSED NEW PROFESSIONAL
OFFICE AND CARPARK OFFICES
12
FBG F F FV FB DF F
SET OUT POINT site set out point
0,0
UPPER FLOOR PLAN
Scale 1 :
1:200 in A3
Architects
MIDDAP ARCHITECTURE Pty Ltd
Architect Reg. No. - P Middap - 001850
abn 89 671 642 980
P.O. Box 1352
NOOSAVILLE QLD 4566
Ph - 0417 214 096
Email - [email protected]
CLIENT
N C Oliver Properties P/L
PROJECT
Proposed Carpark+Offices
LOCATION
90 Goodchap St
NOOSAVILLE
DRAWING
DA Drawings
Site Plan
scale date drawn
1:750 Mar 2017 PM
Proj no. Dwg no.
1717 DA 01A
Issue - For
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21 22 23 24 25 26 27 28 29 30 31
up up
up
up
up
up
20 32
19
Carparking Level 1 33
46 47 48
Stage 4 49 50 51 52 53 54
FSL 5.00
Property Boundary
Property Boundary
18 34
17 35
45 44 43 42 41 40 39 38
16 36
15 37
14
WAY OUT
Architects
13
MIDDAP ARCHITECTURE Pty Ltd
12 11 10 9 8 7 6 5 4 3 2 1 Architect Reg. No. - P Middap - 001850
abn 89 671 642 980
up up P.O. Box 1352
NOOSAVILLE QLD 4566
Ph - 0417 214 096
up up
Email - [email protected]
CLIENT
N C Oliver Properties P/L
PROJECT
MAIN
FBG F F FV FB DF F
SET OUT POINT
Proposed Carpark+Offices
0,0 LOCATION
90 Goodchap St
SEWER
EXISTING Ø150 SEWER MAIN
NOOSAVILLE
DRAWING
DA Drawings
Level 1 Plan
EXISTING
scale date drawn
1:200 Mar 2017 PM
Proj no. Dwg no.
1717 DA 02A
Issue - For
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1 2
RL 8.00 RL 8.15
7.5
Post RL 8.25 Post dp Post Post
RL 7.33 RL 7.43
A stair 1
Landscaping - Refer to landscape plan
21 22 23 24 25 26 27 28 29 30 31 9 11 13 15 17
11
12
10
4
3
9
8
6
5
1
7
2
10 12 14 16 18
up
500h block planter
8
7
Line of balcony over
1000h block wall
up
B
20
1 Up
2
3
4
5
6
7
19
Carparking Level 2 8
9
10
Carpark Entrance
46 Below.
47 48
Stage 4 49 50 51 52 53 54
C
FSL 8.00
Property Boundary
18 32
17 33
45 44 43 42 41 40 39 38
16 34
FSL 9.50
D
15 35
14 36
Landscaping Below
13 37 Architects
12 11 10 9 8 7 6 5 4 3 2 1 MIDDAP ARCHITECTURE
Em Light Pty Ltd
E Architect Reg. No. - P Middap - 001850
abn 89 671 642 980
P.O. Box 1352
NOOSAVILLE QLD 4566
SB Ph - 0417 214 096
Email - [email protected]
F SB
CLIENT
SB SB SB SB SB
SB
N C Oliver Properties P/L
PROJECT
Proposed Carpark+Offices
FBG F F FV FB DF F
SET OUT POINT LOCATION
0,0
90 Goodchap St
NOOSAVILLE
1 2
DRAWING
DA Drawings
Level 2 Plan
scale date drawn
1:200 Mar 2017 PM
Proj no. Dwg no.
1717 DA 03A
Issue - For
Page 25
1 2 3
Post Post dp Post Post dp
A stair 1
Access deck
New bridge FSL 13.05
FHR
SB
B
SB
SB
2
3
4
5
6
7
Office Space Level 3 8
9
10
Stage 4 C
11
12
13
14
15
FSL 11.00 16
Property Boundary
17
18
19
20
D
SB
SB
Sunblades on Frame
FC awning (SH) over SB
Architects
E MIDDAP ARCHITECTURE Pty Ltd
SB
Architect
SB
Reg. No. SB
- P Middap
SB
- 001850SB SB
Sunblades on Frame
abn 89 671 FC
642 980
awning (SH) over
P.O. Box 1352
NOOSAVILLE QLD 4566
Ph - 0417 214 096
F Email - [email protected]
CLIENT
N C Oliver Properties P/L
PROJECT
FBG F F FV FB DF F
SET OUT POINT site set out point Proposed Carpark+Offices
0,0 LOCATION
1 2 3
90 Goodchap St
NOOSAVILLE
DRAWING
DA Drawings
Level 3 Plan
scale date drawn
1:200 Mar 2017 PM
Proj no. Dwg no.
1717 DA 04A
Issue - For
Page 26
RL 18.30 Exist High Point
RL17.5
M RL16.3
M
FC
M
M
RL 13.70 U/S Ceiling
RL 13.10 Exist L3
FC FC FC
Stairwell Screen
RL 11.0 Level 3 to Detail
Boundary
Screen Block
Screen Block
Stairwell Screen
to Detail
RL 8.0 Level 2
Glass lift shaft
Vertical timber Natural ground
RL 5.0 Level 1 screen to detail line (N.G.L)
Steel Mesh
Boundary
Balustrade behind
North - East Elevation
RL17.5
RL16.3
Steel Mesh Balustrade
RL 13.70 U/S Ceiling to Stairs
RL 13.10 Exist L3 Architects
MIDDAP ARCHITECTURE Pty Ltd
Architect Reg. No. - P Middap - 001850
RL 11.0 Level 3
abn 89 671 642 980
P.O. Box 1352
NOOSAVILLE QLD 4566
Stairwell Screen Ph - 0417 214 096
RL 8.3 Level 2 to Detail
Email - [email protected]
Boundary
CLIENT
N.G.L
Glass lift shaft N C Oliver Properties P/L
Upper and Lower Entries
RL 5.0 Level 1 PROJECT
Boundary
Proposed Carpark+Offices
South - East Elevation LOCATION
90 Goodchap St
NOOSAVILLE
DRAWING
DA Drawings
Elevations
scale date drawn
1:200 Mar 2017 PM
Proj no. Dwg no.
1717 DA 05A
Issue - For
Page 27
RL16.3
SH
SB
WP33
RL 13.70 U/S Ceiling
FC
RL 13.10 Exist L3
Stairwell Screen SH
to Detail SB
RL 11.0 Level 3 FC
W W
Screen Block Screen Block
RL8.1
RL 8.0 Level 2
Boundary
Boundary
Stairwell
Screen Vertical Timber
to Detail Screen to Detail
RL 5.0 Level 1
N.G.L
Boundary
South - West Elevation
RL16.3
RL 13.7 U/S Ceiling
Office Space Level 3
RL 11.0 Level 3
Carparking Level 2 Carparking Level 2
Boundary
Boundary
RL 8.0 Level 2
RL 6.7
Carparking Level 1 Carparking Level 1 RL 5.9
RL 5.0 Level 1
Section A
RL16.3 Architects
MIDDAP ARCHITECTURE Pty Ltd
Architect Reg. No. - P Middap - 001850
RL 13.70 U/S Ceiling abn 89 671 642 980
P.O. Box 1352
NOOSAVILLE QLD 4566
Stairwell Screen Ph - 0417 214 096
RL 11.0 Level 3 to Detail
Email - [email protected]
CLIENT
N C Oliver Properties P/L
RL 8.0 Level 2 PROJECT
Boundary
Boundary
Proposed Carpark+Offices
LOCATION
N.G.L
Carpark behind
RL 5.0 Level 1
shown dashed 90 Goodchap St
Solid screen fence
along boundary NOOSAVILLE
DRAWING
North - West Elevation DA Drawings
Elevs and Section
scale date drawn
1:200 Mar 2017 PM
Proj no. Dwg no.
1717 DA 06A
Issue - For
Page 28
Appendix 2: WBNM Output [OCR of page images] x ind aquaintel Appendix 2: WBNM Output Intelligent Water Management Solutions
Page 29
iWBNM Lite
iWBNM Lite
1 Project Details
Project ID
Project Description Carpark - MITIGATED CASE
Project Location Lot 4 Goodchap Street, Noosaville
2 General Parameters 3 Rain Gauge Data
Lag Parameter (C) 2 Choose Rain Gauge from Database Add to Database: Name Noosa Zone 3 Add
Stream Lag Factor 1 2yr 50yr
Noosa
Calculation Timestep 1 mins 1 hr 52.3 94.28 4.4 F2 Ave Rain 1674
Initial Loss 20 mm Noosa 12 hr 10.25 23.64 17.61 F50 %Rough 0
Continuing Loss Rate 2.5 mm/hr 72 hr 3.45 8.6 0.1 G MAF (0.0-1.0) 0.87
4 Topology 5 Structure Data
Subarea Name Connects to Area Impervious Subarea IWL Storage_Fac Type %Per to LS %Imp to LS Elevation Storage
SINK ha % SUB2 0 1 LOCAL 100 100 m m3
1 SUB1 SUB2 0.2616 56 Weir 1 2 Pipe/Box 1 2 3 0 0
2 SUB2 SINK 0.2022 90 Diverts to Sub SINK Diverts to Sub SINK 0.4 23
3 Crest Elev [m] 0.4 Invert [m] 0 0.8 46
4 Length [m] 2.7 No. Barrels 1
5 Weir Coeff 1.6 Ent. Type 1
6 Disch-Factor 1 Dia/(Width)[mm] 450
7 Directed to TOP (Height)[mm]
8 Delay [mins] 0 Disch-Factor 1
9 Directed to TOP
10 Delay [mins] 0
Total 0.5 70.8
6 Storm Data 7 Save & Run
Storm ARI Duration [mins]
1 1 25 Save & Run Shortcut: Shift + Ctrl + L
2 2 25
3 5 25 Most Recent File: V:\Projects\30031152 - Minor Projects\M01\M03.wbn
4 10 25 Location of WBNMRun.exe: I:\Projects\0 SMEC Urban\30031766 - 167-183 Goldmine Road, Ormeau\005_Ops\Design\WBNM\M01\WBNMrun.exe
5 20 25
6 50 25
7 100 25
8 PMF 15
8 Results
RESULTS FOR: V:\Projects\30031152 - Minor Projects\M01\M03_Meta.out
Storm 1 2 3 4 5 6 7 8 Hydrographs
1 Yr 25 Min 2 Yr 25 Min 5 Yr 25 Min 10 Yr 25 Min 20 Yr 25 Min 50 Yr 25 Min 100 Yr 25 Min PMF Yr 15 Min 1.4
3
Peak Flowrates at Subarea Outlet [Q m /s] SUB2(1 Yr 15
Min)
SUB1 0.057 0.086 0.118 0.135 0.159 0.170 0.190 0.713
1.2 SUB2(2 Yr 15
SUB2 0.100 0.138 0.185 0.212 0.249 0.269 0.302 1.245 Min)
SUB2(5 Yr 15
Min)
1 SUB2(10 Yr
15 Min)
SUB2(20 Yr
15 Min)
0.8 SUB2(50 Yr
Flowrate [m3/s]
15 Min)
SUB2(100 Yr
15 Min)
0.6 SUB2(PMF
Yr 15 Min)
()
0.4 ()
Inflow Peak 0.064 0.085 0.107 0.119 0.136 0.142 0.157 0.560 m3/s
()
Outflow Peak 0.056 0.073 0.093 0.104 0.119 0.126 0.140 0.563 3
m /s
Inflow Volume 51 65 82 92 105 122 136 435 m3 0.2 ()
Max Vol Stored 9 11 14 16 18 19 22 31 m 3
()
Max Water Elev 0.149 0.196 0.248 0.278 0.319 0.339 0.376 0.531 m 0 ()
0 50 100 150 200
()
-0.2
Time [mins]
1
Page 30
iWBNM Lite
iWBNM Lite
1 Project Details
Project ID
Project Description Carpark - EXISTING CASE
Project Location Lot 4 Goodchap Street, Noosaville
2 General Parameters 3 Rain Gauge Data
Lag Parameter (C) 2 Choose Rain Gauge from Database Add to Database: Name Noosa Zone 3 Add
Stream Lag Factor 1 2yr 50yr
Noosa
Calculation Timestep 1 mins 1 hr 52.3 94.28 4.4 F2 Ave Rain 1674
Initial Loss 20 mm Noosa 12 hr 10.25 23.64 17.61 F50 %Rough 0
Continuing Loss Rate 2.5 mm/hr 72 hr 3.45 8.6 0.1 G MAF (0.0-1.0) 0.87
4 Topology 5 Structure Data
Subarea Name Connects to Area Impervious Subarea IWL Storage_Fac Type Elevation Storage
SINK ha % m m3
1 SUB1 SUB2 0.2616 56 Weir 1 2 Pipe/Box 1 2 3
2 SUB2 SINK 0.2022 80 Diverts to Sub Diverts to Sub
3 Crest Elev [m] Invert [m]
4 Length [m] No. Barrels
5 Weir Coeff Ent. Type
6 Disch-Factor Dia/(Width)[mm]
7 Directed to (Height)[mm]
8 Delay [mins] Disch-Factor
9 Directed to
10 Delay [mins]
Total 0.5 66.5
6 Storm Data 7 Save & Run
Storm ARI Duration [mins]
1 1 25 Save & Run Shortcut: Shift + Ctrl + L
2 2 25
3 5 25 Most Recent File: C:\Users\Brendon\Documents\WORK\02 Projects\01 Aquaintel\40 Chapman Street, Noosaville\Design\WBNM\E01\E01.wbn
4 10 25 Location of WBNMRun.exe: C:\Users\Brendon\Documents\WORK\02 Projects\01 Aquaintel\40 Chapman Street, Noosaville\Design\WBNM\WBNMrun.exe
5 20 25
6 50 25
7 100 25
8 PMF 15
8 Results
RESULTS FOR: C:\Users\Brendon\Documents\WORK\02 Projects\01 Aquaintel\40 Chapman Street, Noosaville\Design\WBNM\E01\E01_Meta.out
Storm 1 2 3 4 5 6 7 8 Hydrographs
1 Yr 25 Min 2 Yr 25 Min 5 Yr 25 Min 10 Yr 25 Min 20 Yr 25 Min 50 Yr 25 Min 100 Yr 25 Min PMF Yr 15 Min 1.4
3
Peak Flowrates at Subarea Outlet [Q m /s] SUB2(1 Yr
15 Min)
SUB1 0.057 0.086 0.118 0.135 0.159 0.170 0.190 0.713
SUB2(2 Yr
SUB2 0.101 0.142 0.192 0.220 0.259 0.279 0.314 1.245 1.2 15 Min)
SUB2(5 Yr
15 Min)
SUB2(10
Yr 15 Min)
1
SUB2(20
Yr 15 Min)
SUB2(50
Flowrate [m3/s]
Yr 15 Min)
0.8 SUB2(100
Yr 15 Min)
SUB2(PMF
Yr 15 Min)
0.6 ()
()
Inflow Peak m3/s
()
Outflow Peak m /s3
0.4
()
Inflow Volume m3
3
Max Vol Stored m ()
Max Water Elev m 0.2
()
()
0
0 50 100 150 200
Time [mins]
1
Page 31
iWBNM Lite
iWBNM Lite
1 Project Details
Project ID
Project Description Carpark - DEVELOPED CASE
Project Location Lot 4 Goodchap Street, Noosaville
2 General Parameters 3 Rain Gauge Data
Lag Parameter (C) 2 Choose Rain Gauge from Database Add to Database: Name Noosa Zone 3 Add
Stream Lag Factor 1 2yr 50yr
Noosa
Calculation Timestep 1 mins 1 hr 52.3 94.28 4.4 F2 Ave Rain 1674
Initial Loss 20 mm Noosa 12 hr 10.25 23.64 17.61 F50 %Rough 0
Continuing Loss Rate 2.5 mm/hr 72 hr 3.45 8.6 0.1 G MAF (0.0-1.0) 0.87
4 Topology 5 Structure Data
Subarea Name Connects to Area Impervious Subarea IWL Storage_Fac Type Elevation Storage
SINK ha % m m3
1 SUB1 SUB2 0.2616 56 Weir 1 2 Pipe/Box 1 2 3
2 SUB2 SINK 0.2022 90 Diverts to Sub Diverts to Sub
3 Crest Elev [m] Invert [m]
4 Length [m] No. Barrels
5 Weir Coeff Ent. Type
6 Disch-Factor Dia/(Width)[mm]
7 Directed to (Height)[mm]
8 Delay [mins] Disch-Factor
9 Directed to
10 Delay [mins]
Total 0.5 70.8
6 Storm Data 7 Save & Run
Storm ARI Duration [mins]
1 1 25 Save & Run Shortcut: Shift + Ctrl + L
2 2 25
3 5 25 Most Recent File: C:\Users\Brendon\Documents\WORK\02 Projects\01 Aquaintel\40 Chapman Street, Noosaville\Design\WBNM\D01\D01.wbn
4 10 25 Location of WBNMRun.exe: C:\Users\Brendon\Documents\WORK\02 Projects\01 Aquaintel\40 Chapman Street, Noosaville\Design\WBNM\WBNMrun.exe
5 20 25
6 50 25
7 100 25
8 PMF 15
8 Results
RESULTS FOR: C:\Users\Brendon\Documents\WORK\02 Projects\01 Aquaintel\40 Chapman Street, Noosaville\Design\WBNM\D01\D01_Meta.out
Storm 1 2 3 4 5 6 7 8 Hydrographs
1 Yr 25 Min 2 Yr 25 Min 5 Yr 25 Min 10 Yr 25 Min 20 Yr 25 Min 50 Yr 25 Min 100 Yr 25 Min PMF Yr 15 Min 1.4
3
Peak Flowrates at Subarea Outlet [Q m /s] SUB2(1 Yr
15 Min)
SUB1 0.057 0.086 0.118 0.135 0.159 0.170 0.190 0.713
SUB2(2 Yr
SUB2 0.107 0.146 0.195 0.223 0.261 0.280 0.315 1.245 1.2 15 Min)
SUB2(5 Yr
15 Min)
SUB2(10
Yr 15 Min)
1
SUB2(20
Yr 15 Min)
SUB2(50
Flowrate [m3/s]
Yr 15 Min)
0.8 SUB2(100
Yr 15 Min)
SUB2(PMF
Yr 15 Min)
0.6 ()
()
Inflow Peak m3/s
()
Outflow Peak m /s3
0.4
()
Inflow Volume m3
3
Max Vol Stored m ()
Max Water Elev m 0.2
()
()
0
0 50 100 150 200
Time [mins]
1
Page 32
Appendix 3: Preliminary Design Drawings [OCR of page images] x ind aquaintel Appendix 3: Preliminary Design Drawings Intelligent Water Management Solutions
Page 33
2700 190
STORMWATER DRAINAGE
1. ALL WORK IS TO BE CARRIED OUT IN ACCORDANCE WITH THE JOB SPECIFICATION AND TO THE STANDARDS RL 8.0 (NTS)
BOUNDARY
OF, AND TO THE APPROVAL OF THE NOOSA COUNCIL AND THE ENGINEER. 300mm WATER QUALITY
2. THE CONTRACTOR IS TO LOCATE AND LEVEL ANY EXISTING SERVICES BEFORE COMMENCING WORK AND IS EXTENDED DETENTION DEPTH
TO REPORT ANY DISCREPANCIES TO THE ENGINEER BEFORE PROCEEDING.
3.STORMWATER PIPES ARE TO BE THE SIZE AND CLASS SHOWN ON THE PLAN AND UNLESS OTHERWISE
SPECIFIED TO BE MIN. CLASS "2" PIPE IN A MIN. CLASS "B" BEDDING. ALL PIPES ARE TO BE RUBBER RING RL 6.4 T.O.W.
JOINTED. THE TYPE OF PIPE PROPOSED TO BE USED SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. CARPARK
3. MANHOLES ARE TO BE THE SIZES SHOWN ON THE PLANS WITH SOLID HEAVY DUTY CAST IRON LIDS. PRECAST
PROPERTY
SYSTEMS MAY BE USED IF APPROVED IN ADVANCE BY THE ENGINEER. WEIR RL 6.1 WEIR
300mm
4. SIDE ENTRY PITS ARE TO BE AS SHOWN ON THE PLANS WITH ALL EXPOSED COMPONENTS PRECAST WITH
HEAVY DUTY LIDS.
5. HEADWALLS MAY BE EITHER CAST IN-SITU OR A PRECAST TYPE APPROVED IN ADVANCE BY THE ENGINEER. RL 5.7
6. UNLESS OTHERWISE DIRECTED BY THE ENGINEER, ALL STORMWATER DRAINAGE WORKS ARE TO BE IN HATCHED AREA DENOTES
ACCORDANCE WITH THE QUEENSLAND DEPARTMENT OF TRANSPORT SPECIFICATION MRS11.03 (DRAINAGE, 50m2 OF 400mm DEEP FILTER
RETAINING STRUCTURES AND PROTECTIVE TREATMENTS). MEDIA FOR BIORETENTION. RL 5.4
7. ALL STORMWATER PIPES ARE TO BE PEGGED ON THE GROUND AND APPROVED BY THE ENGINEER PRIOR TO USE LAOMY SAND AS PER APPLIED
CONSTRUCTION.
IPWEAQ STD DRG WSUD-003 WATERPROOFING
RL 5.0 TO WALL
MINIMUM COVER TO BE 600mm.
300mm DEEP 10mm FREE
DRAINAGE GRAVEL AS PER
RL 4.7
IPWEAQ STD DRG WSUD-003
RL 4.5 DRAINAGE
LAYER
NEW 100 DIA. PVC HOUSE CONNECTION
90 DIA. POLYETHYLENE CORRUGATED
PROVIDE 600 MIN. COVER
NEW INSPECTION SLOTTED PIPES IN FILTER SOCK TO
SAW CUT NEATLY EITHER SIDE AND
CHAMBER AS 2439.1 STANDARD.
MAKE GOOD BITUMEN/GRAVEL PAVEMENT
MINIMUM GRADE 1 IN 200
AND CONCRETE KERBS AND CHANNEL
EXISTING HOUSE CONNECTION
MADE REDUNDANT 600x600 BASIN OUTLET PIT
NEW 600 x 600 GRATED PIT WITH GRATED TOP
NEW BARRIER KERB TO
MATCH EXISTING PVC CONNECTIONS TO
EXISTING PIPES SECTION X
NOT TO SCALE -
NEW STORMWATER LINE 600 x 600
GRATED PIT
NV10/00/03
21 22 23 24 25 26 27 28 29 30 31 32
up up
MANHOLE
up
up 2700 190
NEW STORMWATER LINE
RL 8.0 (NTS)
BOUNDARY
D/P ##
20 33
19 34 300mm WATER QUALITY RL 6.4 T.O.W.
CARPARK
47 48 49 50 51 52 53 54
6.95 6.95
EXTENDED DETENTION DEPTH
PROPERTY
RL 6.1 WEIR
300mm
Property Boundary
Property Boundary
18 35
LEVEL 1
17 RL 5.00 36
HATCHED AREA DENOTES 50m2 OF RL 5.7
400mm DEEP FILTER MEDIA FOR
11.1%
46 45 44 43 42 41 40 39
1000 BIORETENTION. USE LAOMY SAND
REPLACE EXISTING BIKE RL 5.4
16 37
PATH AND CONSTRUCT TO
AS PER IPWEAQ STD DRG
3.0m SEWER WSUD-003
PROPOSED LEVELS. APPLIED
EASEMENT (ROCK AT DOWNPIPE LOCATION) WATERPROOFING
15 38 RL 5.0 TO WALL
300mm DEEP 10mm FREE
5.00 5.40 5.68 5.70 6.09 DRAINAGE GRAVEL AS PER
EXISTING SEWER MANHOLE RL 4.7
300 WIDE IPWEAQ STD DRG WSUD-003
2.5%
AND SEWER LINES TO BE
14
12.5% DRIVEWAY RAMPS
GRATED DRAIN COLLECTED IN 300 WIDE RL 4.5
REMOVED ROCK RUBBLE 200mm TK. DRAINAGE
GRATED DRAINS AND PIPED
DISSIPATOR LAID OVER LAYER
13 5.00 5.37 5.65 5.67 6.07 TO NEW HEADWALL.
GEOTEXTILE FABRIC
CAP EXISTING 12 11 10 9 8 7 6 5 4 3 2 1 90 DIA. POLYETHYLENE
SEWER MAIN X Y CORRUGATED SLOTTED PIPES IN
up - - up
FILTER SOCK TO AS 2439.1
STANDARD. MINIMUM GRADE 1 IN 200
3.3%
D ##
##
up up
/P
/P
D
NV10/00/02
MAIN
EXISTING SEWER
MAIN TO REMAIN
SET OUT POINT
0,0 SECTION Y
-
SEWER
NOT TO SCALE
TURFED MOUND AND
MANHOLE BATTER
EXISTING
EXISTING SEWER MH
STONE PITCHED 2000 WIDE WEIR TO TOP OF D/P ## ALL DOWN PIPES AND DRAINAGE
DEPTH AND SIZE OF EXISTING NV10/00/01
BATTERS END BLOCK WALL AT R.L. FROM LEVEL 2 TO BE COLLECTED
SEWER RISING MAIN TO BE 6.1 FOR 16m3 RETENTION AND RUN INTO GROSS POLUTANT
CONFIRMED ON SITE PRIOR TURFED MOUND AND TRAP AT THIS POINT.
TO STARTING WORKS BATTER
NOTE :
EXISTING EARTH GRIDS TO
BE RE-LOCATED BY TELSTRA UNDER DOWNPIPES
7.30 DENOTES PROPOSED FINISHED SURFACE LEVEL
LEVEL 1 GENERAL ARRANGEMENT PLAN
1:400 UNREDUCED AT A3
1:200 UNREDUCED AT A1
COPYRIGHT Associated Consultants Client Drawn Verified Project Drawing Title Scale Sheet Size
This drawing is subject to A. VENESS
copyright in accordance with the N.C. OLIVER Designed Verified
PROPOSED CARPARK SCHEME, LEVEL 1 GENERAL AS SHOWN A1
agreement between Tod
Consulting pty ltd (tc) and tc's
client. This drawing shall only be
PROPERTIES S. PRYSTUPA LOT 4 GOODCHAP ST, NOOSAVILLE ARRANGEMENT PLAN Drawing Number
used for this specific project.
C 23.6.17 ISSUED FOR COMMENT P.C. PTY. LTD. Approved RPEQ No
RDP 15652-SK1
This drawing shall not be used
Noosa: 07 5449 9600 LOCAL AUTHORITY NOOSA COUNCIL
B 21.6.17 ISSUED FOR COMMENT P.C. Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337
Signed Date 0 10 20 30 40 50 60 Sheet Revision
for construction until marked as PO Box 61, Noosaville, QLD 4566 MCU APPROVAL HORIZ DATUM
A 3.8.15 ISSUED FOR COMMENT A.V.
'issued for construction' in the
revision description. Rev Date Revision Description Drawn
[email protected] www.todconsulting.com
ABN 39 128 805 336
ROL APPROVAL
OPW APPROVAL
VERT DATUM AHD
RL MEASUREMENT BAR - INCREMENTS IN mm
1 of 2 C
Page 34
GENERAL NOTES
1. ALL WORK IS TO BE CARRIED OUT TO THE STANDARDS OF, AND TO
THE APPROVAL OF THE NOOSA COUNCIL AND THE ENGINEER.
2. THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE
NOOSA SHIRE COUNCIL STANDARD DRAWINGS :
OVER EXISTING SEWER MAIN
BY APPROVED CONTRACTOR
9813 SEWER CONSTRUCTION TRENCHES & BEDDING
NEW MANHOLE TO BE BUILT
UNDER N.S.C. SUPERVISION
9821H HOUSE CONNECTION BRANCHES -
9822C SEWER MANHOLES
9843 DUCTILE IRON SEWER MANHOLE COVERS
9848A SEWER MANHOLE - PRECAST COMPONENTS AND BASE
MH STUB 150 DIA.
MH STUB 150 DIA.
3. PROPERTY BOUNDARIES SHALL BE STAKED PRIOR TO SEWERAGE
CONSTRUCTION AND SEWERAGE MANHOLE LOCATIONS CHECKED
NV10/00/01
NV10/00/02
NV10/00/03
BY CONTRACTOR TO ENSURE BOUNDARY CLEARANCES ARE
ACHIEVED - THE CONTRACTOR SHALL NOT RELY SOLELY ON SEWER
CHAINAGES TO SET OUT MANHOLES.
IL 3.80
IL 5.40
4. FINAL SURFACE LEVELS OF MANHOLES ARE TO BE ADJUSTED ON
SITE TO SUIT ALL EARTHWORKS. - TYPICALLY 75mm ABOVE
SURROUNDING FINISHED SURFACE LEVELS.
5. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXISTING
SERVICES BEFORE COMMENCEMENT OF WORK ON SITE.
6. ALL TRENCH EXCAVATION AND CONSTRUCTION IS TO BE IN
ACCORDANCE WITH THE CONSTRUCTION SAFETY ACT 1971-1975 AS
AMENDED, AND THE MINES REGULATIONS ACT.
7. THE CONTRACTOR SHALL CONFIRM EXISTING SEWER LEVELS BEFORE
COMMENCING WORK.
PIPELINES
1. ALL SEWERS ARE TO BE 150
uPVC CLASS SN8 - AS1260 - RUBBER RING
JOINTED , UNLESS NOTED OTHERWISE. FOR SEWERS DEEPER THAN 3.0
m, uPVC CLASS 12 PRESSURE PIPE TO AS1477 SHALL BE USED. INSIDE
DEPTH AND SIZE OF EXISTING EDGE OF CLASS 12 PIPE TO BE CHAMFERED TO PROVIDE A SMOOTH
SEWER RISING MAIN TO BE TRANSITION OF FLOWS WHEN USED IN CONJUNCTION WITH OTHER
CLASSES OF PIPES AND FITTINGS.
CONFIRMED ON SITE PRIOR
TO STARTING WORKS 2. ALIGNMENTS UNLESS NOTED OTHERWISE SHALL BE:
0.30m
2.1. 1.50m INSIDE FRONT BOUNDARY OF ALLOTMENTS
2.2. 1.50m INSIDE REAR BOUNDARY OF ALLOTMENTS
2.3. 1.00m FROM SIDE BOUNDARY OF ALLOTMENTS
ALL DOWN PIPES AND DRAINAGE 3. BEDDING FOR PIPELINES TO BE TYPE 1 UNLESS OTHERWISE NOTED
FROM FUTURE ROOF TO BE AND PLACED IN ACCORDANCE WITH NOOSA SHIRE COUNCIL STANDARD
COLLECTED BY WAY OF A GUTTER DRG. No. 9813. IN COASTAL SAND TERRAIN , EXCAVATED MATERIAL MAY
ARRANGEMENT OR A PIPE BE USED FOR BEDDING SUBJECT TO THE APPROVAL OF THE SHIRE
NETWORK AND RUN INTO GROSS ENGINEER. ALL OTHER AREAS SHALL USE WASHED 5mm - 10mm
POLUTANT TRAP. REFER SHEET SCREENINGS OR MARY RIVER SAND AS BEDDING AND BACKFILLING
MATERIAL.
SK1 FOR LOCATION.
Datum R.L. 1.00 4. MINIMUM COVER FOR SEWER PIPES SHALL BE 1.0 METRE FOR
ALLOTMENTS AND FOOTPATHS , AND 1.5 METRES FOR ROADWAYS
STREET / PROP PRIVATE PROPERTY
HOUSE CONNECTION BRANCHES
DIAMETER
8.00 GRADE 1 in ..... 25.0 25.0 5. THE FOLLOWING CRITERIA ARE TO BE TAKEN INTO ACCOUNT WHEN
21 22 23 24 25 26 27 28 29 30 31 32 SETTING THE INVERT LEVEL OF AN HCB ...
BEDDING TYPE 1
8.00 5.1. DEPTH TO INSPECTION OPENING SHALL BE BETWEEN 0.6m AND
LENGTH 9.54 40.5 1.5m
5.2. INSPECTION OPENING SHALL CONTROL THE ALLOTMENT AT A
7.08 GRADE OF 1 IN 60
8.00
7.5% APPROX.
5.3. WITH 300mm COVER AT HEAD OF DRAIN
1.50
1.33
2.62
0.83
0.85
7.07 DEPTH TO INVERT
8.00 7.36 5.4. (C) DEPTHS IN EXCESS OF 1.5m ARE NOT ACCEPTABLE
11.4%
2.5%
6. HOUSE CONNECTION JUMP-UPS ON SEWERS DEEPER THAN 2.0m SHALL
1.73
2.85
3.23
3.73
5.35
20 INVERT LEVELS BE "SUGDON" FIBREGLASS REINFORCED DROP JUNCTIONS.
7.90 7.90 12.5% 7. HOUSE CONNECTION BRANCHES TO EXTEND AT LEAST 1.5m INTO
PROPERTY BEING SERVED.
4.35
6.20
6.95
4.56
7.90 7.21 6.95
19 SURFACE LEVELS
47 48 49 50 51 52 53 54 8. ALL HOUSE CONNECTION BRANCHES TO BE TYPE A , P OR F AND
CONSTRUCTED IN ACCORDANCE NOOSA SHIRE COUNCIL STANDARD
50.04
0.00
DRG. No. 9821H.
9.54
DISTANCE
Property Boundary
18 33
9. HOUSE CONNECTION BRANCHES TO BE 100mm DIAMETER UNLESS
NOTED OTHERWISE.
17
8.00 8.00 34
11.1%
46 45 44 43 42 41 40 39 WORK ON EXISTNG SEWERS
7.90
7.90
35
REPLACE EXISTING BIKE PATH AND
CONSTRUCT TO PROPOSED LEVELS.
SEWER LONGITUDINAL SECTION 10. ALL WORK ON EXISTING SEWERS TO BE PERFORMED BY APPROVED
16
CONTRACTOR UNLESS OTHERWISE DIRECTED BY THE SHIRE ENGINEER
, AND ACTUAL COST INCLUDING LABOUR AND MATERIALS SHALL BE MET
VERT. SCALE 1 : 50 UNREDUCED AT A1 BY THE DEVELOPER.
FOR LOWER DRIVEWAY RAMP REFER
15 36 2.5 2 1.5 1 0.5 0 2.5m
SHEET SK1. PUMPING STATIONS
37 25 20 15 10 5 0 25m 11. PUMPING STATIONS SHALL BE INSTALLED IN ACCORDANCE WITH
14
NOOSA SHIRE COUNCIL STANDARD DRAWINGS Nos. 9823A, 9824, 9825,
DRIVEWAY RAMPS COLLECTED IN 300 HOR. SCALE 1 : 500 UNREDUCED AT A1 9826E, 9827, 9828A AND 9830.
7.90 7.90 WIDE GRATED DRAINS AND PIPED TO
8.00
13 38 NEW HEADWALL. REFER SHEET SK1. 12. MANHOLES SHALL BE PRE-CAST 1070mm DIA. UNLESS OTHERWISE
NOTED AND CONSTRUCTED IN ACCORDANCE WITH NOOSA SHIRE
8.00
12 11 10 9 8 7 6 5 4 3 2 1 COUNCIL STANDARD DRAWINGS Nos. 9822c, 9843 & 9848a.
8.00 8.00
SET OUT POINT
0,0
ALL DOWN PIPES AND DRAINAGE DROPPER TO GROSS POLUTANT
FROM FUTURE ROOF TO BE TRAP. REFER SHEET SK1 FOR
COLLECTED BY WAY OF A GUTTER LOCATION.
ARRANGEMENT OR A PIPE
NETWORK AND RUN INTO GROSS
POLUTANT TRAP. REFER SHEET
SK1 FOR LOCATION.
LEVEL 2 GENERAL ARRANGEMENT PLAN
1:400 UNREDUCED AT A3
1:200 UNREDUCED AT A1 7.30 DENOTES PROPOSED FINISHED SURFACE LEVEL
COPYRIGHT Associated Consultants Client Drawn Verified Project Drawing Title Scale Sheet Size
This drawing is subject to A. VENESS
copyright in accordance with the N.C. OLIVER Designed Verified
PROPOSED CARPARK SCHEME, LEVEL 2 GENERAL AS SHOWN A1
agreement between Tod
Consulting pty ltd (tc) and tc's
client. This drawing shall only be
PROPERTIES S. PRYSTUPA LOT 4 GOODCHAP ST, NOOSAVILLE ARRANGEMENT PLAN Drawing Number
used for this specific project.
PTY. LTD. Approved RPEQ No
RDP 15652-SK2
This drawing shall not be used
Noosa: 07 5449 9600 LOCAL AUTHORITY NOOSA COUNCIL
B 21.6.17 ISSUED FOR COMMENT P.C. Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337
Signed Date 0 10 20 30 40 50 60 Sheet Revision
for construction until marked as PO Box 61, Noosaville, QLD 4566 MCU APPROVAL HORIZ DATUM
A 3.8.15 ISSUED FOR COMMENT A.V.
'issued for construction' in the
revision description. Rev Date Revision Description Drawn
[email protected] www.todconsulting.com
ABN 39 128 805 336
ROL APPROVAL
OPW APPROVAL
VERT DATUM AHD
RL MEASUREMENT BAR - INCREMENTS IN mm
2 of 2 B
Used in these records
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