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Stormwater Management 2 Plan 25 Pavilion Street, Pomona JNE Developments Pty Ltd 21-0166SMP01-V1 12 August 2021
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Page 2
COMMERCIAL IN CONFIDENCE
This document is commercial-in-confidence. The recipient of this document agrees to hold all
information presented within as confidential and agree not to use or disclose or allow to use or
disclosure of the said information to unauthorized parties, directly or indirectly, irrespective of the
acceptance or rejection of the presentation or at any time before, during or after an
agreement has been reached, without prior written consent.
PEAKURBAN Pty Ltd
ABN 44 615 403 506
Brisbane
Level 4, 196 Wharf Street
Spring Hill Qld 4000
Sunshine Coast
Level 2, 1 Innovation Parkway
Birtinya Qld 4575
Melbourne
Level 1, 1-5 Nantilla Road
Notting Hill Vic 3168
E [email protected]
W peakurban.com.au
DOCUMENT CONTROL
21-0166SMP01-V1
Version Date Details Prepared Checked Approved Signed RPEQ
1 12/08/2021 Issue BB BB BB 11523
Supersedes the following reports:
Version Date Details Prepared Checked Approved
Page 3
CONTENTS
1. INTRODUCTION .............................................................................................................................. 1
Site Location .................................................................................................................................. 2
Flood Overlay ................................................................................................................................ 2
Lawful Point of Discharge ............................................................................................................ 3
2. STORMWATER QUANTITY ............................................................................................................... 4
Hydrologic Assessment................................................................................................................. 4
2.1.1. Existing Scenario ........................................................................................................ 4
2.1.2. Rational Method Check .......................................................................................... 5
2.1.3. Developed Scenario ................................................................................................ 6
2.1.4. Mitigation Scenario ................................................................................................... 7
Flood Immunity .............................................................................................................................. 9
3. STORMWATER QUALITY ............................................................................................................... 10
Design Objectives ....................................................................................................................... 10
Stormwater Quality Treatment .................................................................................................. 10
3.2.1. Strategy .................................................................................................................... 10
3.2.2. MUSIC Parameters .................................................................................................. 10
3.2.3. Catchment Areas ................................................................................................... 11
3.2.4. MUSIC Model Layout .............................................................................................. 12
Treatment Measures ................................................................................................................... 13
3.3.1. Bioretention System ................................................................................................ 13
3.3.2. Sediment Forebays ................................................................................................. 14
Results ........................................................................................................................................... 14
4. CONSTRUCTION PHASE MANAGEMENT .................................................................................... 15
Erosion and Sediment Control................................................................................................... 15
5. ESTABLISHMENT AND OPERATIONAL PHASE MANAGEMENT .................................................. 16
Establishment............................................................................................................................... 16
Operational ................................................................................................................................. 16
6. CONCLUSION .............................................................................................................................. 17
7. REFERENCES ................................................................................................................................. 18
LIST OF TABLES
Table 2-1: Summary of Existing Catchment Parameters .................................................................. 5
Table 2-2: Existing Catchment Peak Flows ......................................................................................... 5
Table 2-3: Comparison of WBNM and Rational Method Peak Flows ............................................. 5
Table 2-4: Summary of Developed Catchment Parameters ........................................................... 6
Table 2-5: Comparison of Peak Flows At Site Outlet (Existing Vs. Developed) .............................. 7
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Table 2-6: Summary of Basin Structure Details ................................................................................... 7
Table 2-7: Comparison of Peak Flows Site A (Existing Vs. Mitigated) .............................................. 8
Table 3-1: Site Stormwater Quality Objectives (Operational Phase) ............................................ 10
Table 3-2: Urban land use (Split Source Nodes) - Pollutant Export Parameters ........................... 11
Table 3-3: MUSIC Runoff Generation Parameters ........................................................................... 11
Table 3-4: Catchment Areas ............................................................................................................. 11
Table 3-5: Bioretention Design Parameters ...................................................................................... 13
Table 3-6: Sediment Forebay Design Parameters ........................................................................... 14
Table 3-7: MUSIC Results – Load Based Pollutant Outputs ............................................................. 14
LIST OF FIGURES
Figure 1-1: Site Location ....................................................................................................................... 2
Figure 1-2: Overland Flow Paths and Flood Hazard Overlay Mapping ......................................... 3
Figure 2-1: Existing Catchment Delineation ....................................................................................... 4
Figure 2-2: Developed Catchment Delineation ............................................................................... 6
Figure 2-3: Development Located above the Regional 1% AEP Flood Extent .............................. 9
Figure 3-1: WSUD Catchment Locality Plan ..................................................................................... 12
Figure 3-2: MUSIC Model Layout ....................................................................................................... 12
APPENDICES
Reconfiguration of Lot Plan and Concept Engineering Drawings
Rational Method and WBNM Outlet
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1. INTRODUCTION
PEAKURBAN Pty Ltd have been engaged by JNE Developments Pty Ltd to prepare a
Stormwater Management Plan (SMP) in support of a development application to Noosa Shire
Council (NSC) over land located at 25 Pavilion Street, Pomona (Lot 21 SP 316902). This
development application seeks a development permit for a Reconfiguration a Lot (ROL) to
create 10 residential lots.
The proposed outcome of this document is to identify stormwater management options that
could be implemented within the development in order to achieve the requirements and
targets of NSC Planning Scheme “Water Quality and Drainage Code” as well as the relevant
provisions of State Planning Policy (SPP 2017). The intent of the codes associated with these
documents will be achieved through the appropriate integration of stormwater
management options within the proposed residential land-use. The objectives of this
Stormwater Management Plan are to:
Detail the proposed stormwater quality management strategy and how the load
reduction objectives specified by the State Planning Policy (SPP, DSDIP 2017) and NSC
Planning Scheme are achieved during the operational phase of the development;
Consider suitable Stormwater Quality Improvement Devices (SQID’s) based on Water
Sensitive Urban Design (WSUD) principles;
Outline the maintenance requirements for the proposed stormwater quality improvement
devices;
Ensure the development achieves non-worsening of stormwater flows downstream of the
site; and
Demonstrate how the lawful point of discharge requirements for the site will be achieved.
Demonstrate development is located outside of Flood Hazard Overlay Mapping.
The proposed Plan of Subdivision and concept engineering plans can be found in Appendix
A.
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Site Location
The location of the proposed development site is shown in Figure 1-1, with a total land
holdings area covering 3.35ha. The site is consistent with a rural residential land use type with
an orchard and some wooded vegetation cover over the site. The site is accessed by
Pavilion Street off the eastern and is bounded by private allotments to the north and west
and caravan park to the south. Cooroora Creek is located in the adjacent property to the
west.
SITE
Figure 1-1: Site Location
Flood Overlay
The rear of the site is partially influenced by flooding from Cooroora Creek, which is located
to the west of the property. The inundation extent identified in the Flood Hazard Overlay is
highlighted in Figure 1-2.
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Figure 1-2: Overland Flow Paths and Flood Hazard Overlay Mapping
Lawful Point of Discharge
As outlined by the Queensland Urban Drainage Manual (4th Edition – Institute of Public Works
Engineering Australasia, Queensland Division) a test can be undertaken to determine
whether a lawful point of discharge exists:
The criteria for determining the lawful point of discharge are:
(i) Will the proposed development alter the site’s stormwater discharge characteristics in
a manner that may substantially damage a third-party property (see Section 3.6)?
If not, then no further steps are required to obtain tenure for a lawful point of
discharge (assuming any previous circumstances and changes were lawful).
It is proposed that discharge of runoff from the proposed development site will be
maintained to the property boundary within the mapped waterway.
It is considered that discharge from the site will be managed in such a manner as to not
substantially damage third party property, and as a result it is considered suitable lawful
points of discharge has been identified and achieved.
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2. 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 from the site.
Hydrologic Assessment
Hydrologic modelling of the catchments has been undertaken using WBNM software (Boyd
et al, 2019), developed jointly by the University of Wollongong, Rienco Consulting and
Balance R&D. The 2012 version has been used for this investigation which utilizes ARR87
hydrology.
Modelling has been carried out for the 1, 2, 5, 10, 20, 50 and 100-year Average Recurrence
Interval (ARI) storm events for the following scenarios:
1. Existing Scenario (base case)
2. Developed Scenario
3. Mitigated Scenario
2.1.1. Existing Scenario
Sub-catchments have been delineated using 1m contours sourced from the NSC catalogue,
developed using 2015 LiDAR and site survey. The fraction impervious values have been
calculated using aerial imagery. Figure 2-1 shows the existing catchment delineation with a
summary of parameters shown in Table 2-1.
Figure 2-1: Existing Catchment Delineation
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The existing drainage capacity of Pavilion Street is approximately equivalent to the 10% AEP
storm event, with flow greater than this overtopping the verge and entering the site. To
account for this, the peak flow for SUB1-Ex was determined for the 10%, 5%, 2% and 1% AEP.
The portion of flow greater than the 10% AEP was converted into a ratio, which was then
applied to the catchment area as detailed below in Table 2-1. This ensured that flows from
SUB1-Ex greater than the 10% AEP were routed through the site.
Table 2-1: Summary of Existing Catchment Parameters
Sub-catchment Area (ha) Imperviousness (%)
SUB1 3.407 11
SUB1-Ex 0.287 50
SUB1-Ex (<10% AEP) 0.0* -
SUB1-Ex (5% AEP) 0.047* 50
SUB1-Ex (2% AEP) 0.095* 50
SUB1-Ex (1% AEP) 0.138* 50
* area factored based on flow rate for events greater than 10% AEP
The WBNM model has been run for events from 1 to 100-year ARI and for durations of 20
minutes to 3 hours. A WBNM catchment lag factor of 1.6 was applied which is within the
recommended range. An initial and continuing loss of 10mm and 2.4mm/hr has been
applied refer to Rational Method Check). The resulting peak flows for the critical duration are
provided in Table 2-2 for each event at the outlet reporting locations.
Table 2-2: Existing Catchment Peak Flows
Event AEP 63.2% 50% 20% 10% 5% 2% 1%
SUB1 (m3/s) 0.34 0.42 0.64 0.80 0.95 1.12 1.27
2.1.2. Rational Method Check
Pre-development peak flows have been checked against peak flows determined using the
Rational Method (RM) for SUB1, as shown in Table 2-3. A time of concentration of 20.6
minutes was determined for SUB1 rational method. It can be seen there is less than ten
percent difference across all assessed events, indicating that the WBNM model flows are
suitable for use. Refer to Appendix B for a summary of rational method parameters used.
Table 2-3: Comparison of WBNM and Rational Method Peak Flows
Event AEP 63.2% 50% 20% 10% 5% 2% 1%
Rational (m3/s) 0.34 0.40 0.61 0.75 0.89 1.12 1.29
WBNM (m3/s) 0.34 0.42 0.64 0.80 0.95 1.12 1.27
Difference (%) 2.3 3.0 4.4 6.3 6.3 0.1 -0.9
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2.1.3. Developed Scenario
The Developed Scenario has been modelled in WBNM by adjusting the site’s fractions
impervious values and catchment delineation to represent the proposed development. The
impervious fraction for the developed portion of the SUB1 has increased from 11% to 50%
(values consistent with ‘Urban Residential – low density (Including roads)’ catchments in
QUDM (2017)). The developed catchment delineation is shown in Figure 2-2. SUB1 represents
the development with flows being routed through the proposed detention basin. SUB2 enters
the site from the south and will be routed around the building envelope of Lot 10. The
catchment parameters are summarised in Table 2-4.
Figure 2-2: Developed Catchment Delineation
Similar to the existing scenario, the existing drainage capacity of Pavilion Street is
approximately equivalent to the 10% AEP storm event, with flow greater than this
overtopping the verge and entering the site. To account for this, the peak flow for SUB1-Ex
was determined for the 10%, 5%, 2% and 1% AEP. The portion of flow greater than the 10%
AEP was converted into a ratio, which was then applied to the catchment area as detailed
below in Table 2-4. This ensured that flows from SUB1-Ex greater than the 10% AEP were routed
through the site.
Table 2-4: Summary of Developed Catchment Parameters
Sub-catchment Area (ha) Imperviousness (%)
SUB1 2.018 50
SUB2 1.317 5
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SUB1-Ex 0.287 50
SUB1-Ex (<10% AEP) 0.0* -
SUB1-Ex (5% AEP) 0.047* 50
SUB1-Ex (2% AEP) 0.095* 50
SUB1-Ex (1% AEP) 0.138* 50
* area factored based on flow rate for events greater than 10% AEP
The increased imperviousness and changes to catchment areas associated with the
development resulted in an increase in peak flows to the sites outlet as shown in Table 2-5.
Mitigation will be required to ensure non-worsening downstream and satisfy the lawful point
of discharge requirements.
Table 2-5: Comparison of Peak Flows At Site Outlet (Existing Vs. Developed)
Event AEP 63.2% 50% 20% 10% 5% 2% 1%
Existing (m3/s) 0.34 0.42 0.64 0.80 0.95 1.12 1.27
Developed (m3/s) 0.41 0.49 0.72 0.88 1.05 1.25 1.41
Change (m3/s) 0.06 0.07 0.08 0.09 0.10 0.13 0.13
2.1.4. Mitigation Scenario
When comparing the peak flows in the existing and developed scenarios, increases in the
peak discharge are predicted at the site outlet. A detention basin is proposed to attenuate
peak flows discharging from the site to demonstrate non-worsening and meet the legal point
of discharge requirements.
All modelling parameters remain consistent between the developed and mitigated
scenarios, with the addition of detention basins. The proposed basin structure details are
summarised in Table 2-6 with Concept Engineering Drawings included in Appendix A.
Table 2-6: Summary of Basin Structure Details
Basin A1
Elevation (RL) Storage (m3)
0 0
0.1 26
0.2 55
0.3 87
0.4 123
0.5 162
0.6 205
0.7 251
0.8 301
0.87 338
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0.97 395
Pipe Outlet 1 x 450mm RCP at RL0.0m
Weir Outlet 4m wide at RL.0.60m
Crest Level RL 0.97m
Q100 WSL RL0.80m
Freeboard 0.17m
Peak flows from the mitigated scenario modelling are presented in Table 2-7 with a
comparison against the existing peak flows. The results show that there is non-worsening for
events up the 10% AEP, with a minor increase noted in the larger events. The intent of sizing
the detention basin is to mitigate flows up to the 5% AEP storm event to ensure non-
worsening of discharges into the downstream flow path. In larger events, flows from the site
will start to sheet flow across the rear of the site to Cooroora Creek. As the discharge point
for the site becomes inundated from Cooroora Creek flooding in the major storm event (refer
Figure 1-2), it is considered that the very minor increases noted from the site become
inconsequential as a result of downstream site being drowned out by creek flooding.
The catchment size of Cooroora Creek reporting past the site is approximately 1,400 ha. The
very minor increases in peak flows in the major event would be considered to not result in
any quantifiable change to downstream flooding conditions.
Table 2-7: Comparison of Peak Flows Site A (Existing Vs. Mitigated)
Event AEP 63.2% 50% 20% 10% 5% 2% 1%
Existing (m3/s) 0.34 0.42 0.64 0.80 0.95 1.12 1.27
Mitigated (m3/s) 0.32 0.36 0.60 0.76 0.92 1.15 1.32
Change (m3/s) -0.03 -0.05 -0.04 -0.03 -0.02 0.03 0.04
Table 2-6 provides a summary of the basin configuration and it is noted there is 0.17m
freeboard from the 1% AEP flood level to the basin crest. A sensitivity analysis was undertaken
to assess the impact of 100% blockage of both basin outlet configurations. Under this
scenario the flood level rose to RL0.88m and demonstrates the spillway is able to convey the
1% AEP flows under fully blocked conditions without overtopping the embankment crest.
Given this and the fact that the land downstream of the detention basin will remain
undeveloped it is considered that the 0.17m from the 1% AEP flood level (and 0.4m from
spillway level) to dam crest level is acceptable.
It is noted that with the inclusion of 0.3m of Extended Detention Depth for the co-located
bioretention basin, the total Q20 depth for the basin is expected to be less than the 1.2m
recommended by QUDM for safety concerns.
Refer to Appendix B for summary of WBNM output.
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Flood Immunity
The proposed development is located outside of the regional 1% AEP flood extent shown
within NSC Flood Hazard Overlay Map (refer Figure 2-3). No further assessment is required
with respect to assessing flooding impacts.
It is recommended that future buildings on each lot achieve a minimum of 500mm freeboard
above the regional 1% AEP flood level.
Regional 1% AEP flood Extent
Figure 2-3: Development Located above the Regional 1% AEP Flood Extent
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3. STORMWATER QUALITY
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.
NSC Planning Scheme (2020) defines the post-construction phase Water Quality Objectives
as shown in Table 3-1.
Table 3-1: 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
Stormwater Quality Treatment
3.2.1. Strategy
The objective of this report is to assess the stormwater quality measures required based on
the development layout to support the development application. Runoff from the
development will be collected in a stormwater drainage system and discharged into a
bioretention basin prior to being discharged from the site.
This report sizes the required bioretention basins to treat runoff from the proposed
development of this site only.
3.2.2. MUSIC Parameters
An assessment of stormwater runoff quality from the existing conditions and proposed
developed conditions has been undertaken using the Model for Urban Stormwater
Improvement Conceptualisation (MUSIC) – Version 6.3, released in 2018.
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 from
1/1/1973- 31/12/1983 with six (6) minute rainfall duration.
Table 3-2 and Table 3-3 outline the adopted source node parameters from “MUSIC
Modelling Guidelines” (Water By Design, 2010) that were used in the MUSIC model.
The site density of 10 dwellings per hectare, with the source nodes being assigned
percentage impervious values based on 10 dwellings per hectare
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Table 3-2: Urban land use (Split Source Nodes) - Pollutant Export Parameters
Land Use Parameter Total Suspended Total Total Nitrogen
Solids Phosphorous (Log10 mg/L)
(Log10 mg/L) (Log10 mg/L)
Storm Base Storm Base Storm Base
Flow Flow Flow Flow Flow Flow
Ground Mean 2.18 1.0 -0.47 -0.97 0.26 0.20
Std Deviation 0.39 0.34 0.31 0.31 0.23 0.20
Road Mean 2.43 1.0 -0.30 -0.97 0.26 0.20
Std Deviation 0.39 0.34 0.31 0.31 0.23 0.20
Roof Mean 1.30 N/A -0.89 N/A 0.26 N/A
Std Deviation 0.39 N/A 0.31 N/A 0.23 N/A
Table 3-3: MUSIC Runoff Generation Parameters
Parameter Urban
Rainfall Threshold (mm) 1
Soil Capacity (mm) 500
Initial Storage (%) 10
Field Capacity 200
Infiltration Capacity Coefficient a 211
Infiltration Capacity Coefficient b 5
Initial Depth (mm) 50
Daily Recharge (%) 28
Daily Drainage (%) 27
Daily Deep Seepage Rate (%) 0
3.2.3. Catchment Areas
The development site has been split into three catchments containing split source nodes
(road, roof and ground) representing total developed area reporting to the bioretention
basin. Table 3-4 outlines the catchment areas and imperviousness represented within the
MUSIC model. The stormwater quality catchments are provided in Figure 3-1.
Table 3-4: Catchment Areas
Catchment Total Area Road (ha) Roof (ha) Ground
(ha) (ha) /
Catchment 1 1.384 0.342 0.250 0.791
Imperviousness (%) 60 100 15
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Figure 3-1: WSUD Catchment Locality Plan
3.2.4. MUSIC Model Layout
As the management of urban stormwater needs to take a holistic approach, specific
management measures need to be implemented in series to form a treatment train. 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 3-2 shows the
MUSIC model layout for the development.
Figure 3-2: MUSIC Model Layout
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Treatment Measures
Runoff from the development will be treated through two bioretention basins or flow split to a
number of devices. The potential locality of the treatment devices servicing the
development is shown in Figure 3-1.
3.3.1. 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 500mm. Table 3-5 summarises the proposed design parameters for the main
bioretention system for this development. As noted above this may be split into several
devices on detailed design. 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 3-5: Bioretention Design Parameters
Parameter Bioretention Basin
A
Extended Detention Depth (m) 0.30
Storage Surface Area (m2) 120
Filter Media Area (m2) 120
Unlined Filter Media Perimeter (m) 0.01
Saturated Hydraulic Conductivity (mm/hr) 200
Filter Depth (m) 0.5
TN Content of Filter Media (mg/kg) 400
Orthophosphate Content of Filter Media (mg/kg) 30
Exfiltration Rate (mm/hr) 0.0
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3.3.2. Sediment Forebays
To ensure that the deposition of coarse sediment on the filter media surface does not affect
its function, bioretention systems should be designed with pre-treatment to limit the amount
of coarse sediment reaching the filter media. The sediment forebay has been sized in
accordance with the WaterByDesign’s Bioretention Technical Design Guideline. Table 3-6
summarises the proposed design parameters for the proposed sediment forebay.
Table 3-6: Sediment Forebay Design Parameters
Parameter Bioretention Basin
A
Site Catchment (ha) 1.384
Min Area of Forebay (m2) 15
Removal Efficiency (%) 80
Results
MUSIC modelling of the proposed treatment train for the developable area of the
development at 25 Pavilion Street, Pomona was performed to ensure the WQO’s were
achieved. Table 3-7 presents the load-based outputs that are represented by this
application. The results show the mitigated scenario, which achieves compliant load
reductions set out within the NSC Planning Scheme.
Table 3-7: MUSIC Results – Load Based Pollutant Outputs
Pollutant Unmitigated Mitigated Reduction Target Compliance
(kg/yr) (kg/yr) Achieved (%) Reduction
TSS 13.5 13.2 2.6 80% ✓
TP 2740 526 80.8 60% ✓
TN 5.33 1.39 74 45% ✓
GP 27.9 13.7 51 90% ✓
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4. CONSTRUCTION PHASE MANAGEMENT
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 day’s 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; and
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
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 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.
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 maintained by the NSC, 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; and
8. Maintaining the permeability of the filtration.
Operations and maintenance should be conducted in accordance with the Maintaining
Vegetated Stormwater Assets (Feb 2012) guideline.
21-0166SMP01-V1 | Stormwater Management Plan | 25 Pavilion Street, Pomona | 16
Page 21
6. CONCLUSION
It can be seen from the results, presented in Table 3-7 that the treatment measures proposed
for the development site achieve the performance criteria set by the NSC Planning Scheme
(2020) and SPP (July 2017). 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 has been demonstrated that non-worsening of peak flows has been achieved to the
discharge point for events up to the 10% AEP event (refer Table 2-7). The results show that
there is non-worsening for events up the 5% AEP, with a minor increase noted in the larger
events. The intent of sizing the detention basin is to mitigate flows up to the 10% AEP storm
event to ensure non-worsening of discharges into the downstream flow path. In larger
events, flows from the site will start to sheet flow across the rear of the site to Cooroora Creek.
As the discharge point for the site becomes inundated from Cooroora Creek flooding in the
major storm event, it is considered that the very minor increases noted from the site become
inconsequential as a result of downstream site being drowned out by creek flooding. The
catchment size of Cooroora Creek reporting past the site is approximately 1,400 ha. The very
minor increases in peak flows in the major event would be considered to not result in any
quantifiable change to downstream flooding conditions.
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 bioretention basins, the plan successfully demonstrates:
Compliance with the requirements of the NSC Planning Scheme and SPPs Load Based
Objectives;
The end of line bioretention basin is appropriately sized for the proposed development and
can be incorporated into the development; and
Ecological sustainability in terms of the development’s impact upon receiving waters and
the viability of the proposed site development.
The development is located above the regional 1% AEP flood extent with 500mm
freeboard recommended to future dwellings on the new allotments.
We therefore request Council approval of the engineering components for the proposed
development with reasonable and relevant conditions. Detailed design may result in
changes to the proposed strategy; however, the design objectives will be maintained.
21-0166SMP01-V1 | Stormwater Management Plan | 25 Pavilion Street, Pomona | 17
Page 22
7. REFERENCES
Noosa Shire Council (NSC) Planning Scheme 2020;
http://www.bom.gov.au/water/designRainfalls/revised-ifd (Bureau of Meteorology,
Online Rainfall IFD Data System);
State Planning Policy (Department of Infrastructure, Local Government and Planning,
2017);
Australian Rainfall and Runoff (Institute of Engineers Australia, 2019);
Queensland Urban Drainage Manual – 4th Edition (Institute of Public Works Engineering
Australasia, Queensland Division, 2017);
MUSIC Modelling Guidelines Version 1.0 (Water by Design, 2010);
Maintaining Vegetated Stormwater Assets (Water by Design, 2012); and
Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands
(Water by Design 2012).
21-0166SMP01-V1 | Stormwater Management Plan | 25 Pavilion Street, Pomona | 18
Page 23
APPENDICES [OCR of page images] APPENDICES
Page 24
Reconfiguration of Lot Plan and Concept Engineering Drawings [OCR of page images] Appendix A Reconfiguration of Lot Plan and Concept Engineering Drawings dD.
Page 25
JNE Developments
Proposed Subdivision of
25 Pavilion Street Pomona
RPD: Lot 21 on SP316902
600 6
1274m² 1028m² 7
1001m² 8
1001m² 9
1069m²
15m Wide
Road
10
1.626ha
5
1002m²
4
1002m² 3
1002m² 2 1
1002m² 1000m²
A3 1:750
13010-PRO-11F
[OCR of page images]
£8.23
y Proposed
Bioretention
\ % ~ Basin =
600
10
This Plan is prepared for the owner for
not be used for any other purpose.
financial dealings involving the land.
lodgement with the relevant Council for an
application under the Planning Act and should
No reliance should be placed on this plan for
|
4
RP809059
10 oO
—_——
Possible
Subdivision
Layout
1.626ha
Building
Envelope
1270m? Zz
| ~~ Zz
— ll
re— eee —_
— ~85,9- — ~\ zr |
Proposed 3m Wide — “ st
EZ gem ent for
a water one we .
UNDO. ine
SES, to be extin quishes
|
| 4
) ) \ RP35077
\ Pomona Showground
x a
“O /
IMPORTANT NOTE:
/
THE AREAS AND DIMENSIONS SHOWN ON THIS PLAN ARE
APPROXIMATE ONLY AND ARE SUBJECT TO FINAL SURVEY
AND LOCAL AUTHORITY APPROVALS AND CONDITIONS.
Scale 1:750 — Lengths are in Metres.
20 30 40 50
20
SP316902
60
70 80
2
90
RP809059
a
RPB09059
6
RP809059
/
RP189023
W.
100
©:
110
E
JNE Developments
Proposed Subdivision of
25 Pavilion Street Pomona
RPD: Lot 21 on SP316902
GENERAL NOTES:
1. VISIBLE SERVICES ONLY HAVE BEEN LOCATED.
PRIOR TO ANY DEMOLITION, EXCAVATION OR CONSTRUCTION ON
THE SITE, THE RELEVANT AUTHORITY SHOULD BE CONTACTED
FOR POSSIBLE LOCATION OF FURTHER UNDERGROUND SERVICES
AND DETAILED LOCATION OF ALL SERVICES.
2. BOUNDARIES HAVE NOT BEEN SURVEYED OR REINSTATED
3. BOUNDARIES SHOWN ARE COMPILED FROM DCDB DATA.
4. CONTOUR INTERVAL SHOWN IS 0.5 METRE.
LEGEND
SEWER MANHOLE
SEWER MAIN
RISING MAIN
WATER MAIN
WATER HYDRANT
ELECTRICITY O/H
POWER POLE
COMMUNICATION CABLE
NOOSA PLAN 2020
LOW DENSITY RESIDENTIAL
ZONE
ee FLOODING AND INUNDATION
EXTENT
RIPARIAN BUFFER AREA
Te (EXTENT)
Revisions Surveyed | Drawn [thecked] Passed] Date
F[ Lor io & RD | - | ATIS 9708/21
e| tor 6 & 600 | — | IAJ|LS 6/08/21
D| Layout Rev. |CL/SM|_LS | MH 20/07/21
c| DIM Merge CL_| MH | MH 21/6/21
[e[ Bldg _Env./Basin [| — [Ls [07/06/21
IAL ORIGINAL PLAN. = LS }04/06/21]
>
LAND SURVEYING DYNAMICS
PO Box 6334, Maroochydore BC QLD 4558
10/| Newspaper Place, Maroochydore QLD 4558
Mobile: 0412 666 516
Email: [email protected]
Web: www.landsurveyingdynamics.com
Land Surveying Dynamics (LSD) Pty Ltd
ACN 154593 870
Signed
Cadastral Surveyor/Director
Date
Horiz. Datum MGA2020 Vert. Datum AHD
oriah
Origin RL
Locality: POMONA
Local Government: NOOSA SHIRE COUNCIL
Scale
SHEET 1 OF 1 A3 1:750
FILE 13010—PRO-10 Rev F.dwg [Date 9/08/21
DRAWING NUMBER REV.
D:\Dropbox\LSD\Wobs\Ccurrent\ 13010 UNE Developments Pty Lid — 25 Pavilion St Pomona\bata Survey\Drafting\Proposal\ 13010—-PRO-10 Rev F.dwg
13010-PRO-11 | F
Page 26
A
EXISTING
-
SEWER MANHOLE
TO REMAIN
1.0m HIGH RETAINING WALL
2.0m HIGH RETAINING WALL
9 ²
2.5m HIGH RETAINING WALL
7 m² 8 ² 1069m
6 1001 1001m
B
- 600 ² 1028m²
1274m
1.5m WIDE FOOTPATH
C O NT A S
6m WIDE ROAD
US E
INU T
D
A T UR
O 1.5m WIDE FOOTPATH
I
N
NI O F
NG R O
105m² TURNING HEAD
HE A D
AD 6m WIDE ROAD
1625 EXISTING
SEWER LINE
TO REMAIN
Building
1.5m HIGH RETAINING WALL 1.5m HIGH RETAINING WALL
2 m² 1
5 m² 4 m² 3 ² 1000m²
Envelop2e 1002 1002 1002m 1002
1101m 1.4m HIGH RETAINING WALL
EXISTING EXISTING EXISTING
EASEMENT TO BE EXTINGUISHED SEWER MANHOLE SEWER LINE
EXISTING TO REMAIN TO REMAIN
PROPOSED 3m WIDE EASEMENT FOR OVERLAND FLOW PATH EASEMENT TO BE EXTINGUISHED
EXTENT & HEIGHT OF ALL RETAINING WALLS TO BE
J:\2021\21556SD2_25 Pavilion St, Pomona - Subdivision\4.CADD\#ACAD\21556 SK CIVIL.dwg
FINALISED DURING DESIGN PHASE / OP WORKS
LEGEND
20.0 DESIGN CONTOUR
EARTHWORKS DEPTHS (0.25m INCREMENTS)
CUT FILL
COPYRIGHT © Associated Consultants Client Drawn Verified Project Drawing Title Scale Sheet Size
AR DR
This drawing is subject to
copyright in accordance with JNE DEVELOPMENTS PTY 25 PAVILION ST, POMONA PRELIMINARY DESIGN 1:400 A1
the agreement between TOD Designed Verified
Consulting Pty Ltd (tc) and tc's LTD AR DR RESIDENTIAL SUBDIVISION GENERAL ARRANGEMENT Drawing Number
client. This drawing shall only
be used for this specific project. Approved RPEQ No RP DESCRIPTION LOT 21 SP316902 21556-SK101
This drawing shall not be used Noosa: 07 5449 9600 Sunshine Coast: 07 5329 3190 D. REYNOLDS 9072 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
B 09.08.21 FOR APPROVAL AR MCU APPROVAL - HORIZ DATUM MGA 2020 0 10 20 30 40 50 60 Sheet Revision
for construction until marked as PO Box 61, Noosaville, QLD 4566 Signed
A 06.08.21 FOR INFORMATION ONLY AR [email protected] www.todconsulting.com ROL APPROVAL - VERT DATUM AHD
'Issued For Construction' in the
revision description. Rev Date Revision Description Drawn ABN 39 128 805 336 09.08.21 OPW APPROVAL - RL DATUM (PSM112428) 98.616 MEASUREMENT BAR - INCREMENTS IN mm 1 of 2 B
Page 27
PROPOSED BOUNDARY
EXISTING BOUNDARY
LOT 10 LOT 600
SEDIMENT
FOREBAY
Q100 (RL 86.17) TOP OF BASIN (RL 86.27)
1 ON WEIR (RL 86.00) 4
4 EDD (RL 85.30) 1 ON
FILTER LEVEL (RL 85.00) 1O
NATURAL SURFACE N2
NATURAL SURFACE
EXISTING DAM TO BE FILLED
PROPOSED BASIN
500mm FILTER MEDIA
100mm TRANSITION LAYER
300mm DRAINAGE LAYER
EXISTING DAM WATER SURFACE
SECTION B
SCALE 1:100 -
PRELIMINARY BASIN STORAGE VOLUMES
ELEVATION ABOVE EDD (mm) STORAGE VOLUME ABOVE EDD (m3)
100 26.067
200 55.253
300 87.655
400 123.373
500 162.505
600 205.15
700 (WEIR LEVEL) 251.407
800 301.374
870 (Q100 LEVEL) 338.612
970 (TOP OF BASIN) 395.113
PROPOSED BOUNDARY
PROPOSED BOUNDARY
PROPOSED BOUNDARY
LOT 600 LOT 6
TOP OF BASIN (RL 86.27) Q100 (RL 86.17)
WEIR (RL 86.00) 1 ON 4
4 4 EDD (RL 85.30) 1 ON
1 ON FILTER LEVEL (RL 85.00)
NATURAL SURFACE
NATURAL SURFACE APPROX OUTLET (RL 83.95)
EXISTING DAM TO BE FILLED
PROPOSED BASIN
BOTTOM OF PIT 500mm FILTER MEDIA
SHAPE EARTH TO OUTLET
RL 84.10 100mm TRANSITION LAYER
300mm DRAINAGE LAYER
EXISTING DAM WATER SURFACE
J:\2021\21556SD2_25 Pavilion St, Pomona - Subdivision\4.CADD\#ACAD\21556 SK CIVIL.dwg
SECTION A
SCALE 1:100 -
0 1 2 3 4 5m
COPYRIGHT © Associated Consultants Client Drawn Verified Project Drawing Title Scale Sheet Size
AR DR
This drawing is subject to
copyright in accordance with JNE DEVELOPMENTS PTY 25 PAVILION ST, POMONA PRELIMINARY DESIGN 1:100 A1
the agreement between TOD Designed Verified
Consulting Pty Ltd (tc) and tc's LTD AR DR RESIDENTIAL SUBDIVISION CROSS SECTIONS Drawing Number
client. This drawing shall only
be used for this specific project. Approved RPEQ No RP DESCRIPTION LOT 21 SP316902 21556-SK102
This drawing shall not be used Noosa: 07 5449 9600 Sunshine Coast: 07 5329 3190 D. REYNOLDS 9072 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
B 09.08.21 FOR APPROVAL AR MCU APPROVAL - HORIZ DATUM MGA 2020 0 10 20 30 40 50 60 Sheet Revision
for construction until marked as PO Box 61, Noosaville, QLD 4566 Signed
A 06.08.21 FOR INFORMATION ONLY AR [email protected] www.todconsulting.com ROL APPROVAL - VERT DATUM AHD
'Issued For Construction' in the
revision description. Rev Date Revision Description Drawn ABN 39 128 805 336 09.08.21 OPW APPROVAL - RL DATUM (PSM112428) 98.616 MEASUREMENT BAR - INCREMENTS IN mm 2 of 2 B
Page 28
Rational Method and WBNM Outlet [OCR of page images] Appendix B Rational Method and WBNM Outlet dD.
Page 29
RATIONAL METHOD SUMMARY & RAINFALL DATA
Project 25 Pavilion Street, Pomona
Project #
2016 IFD BoM
Latitude -26.36
Longitude 152.85
Rainfall Intensity (mm/hr)
DURATION AVERAGE RECURRENCE INTERVAL (years)
(hours) (minutes) 1 yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr
0.083 5 112 127 171 201 230 267 295
0.1 6 108 122 164 192 219 254 280
0.167 10 92 104 140 164 186 214 235
0.25 15 78 88 119 139 157 181 199
0.333 20 68 77 104 121 137 158 174
0.417 25 61 69 92 108 123 142 156
0.5 30 55 62 84 98 111 129 142
0.75 45 43.2 48.7 66 77 89 103 114
1 60 36.1 40.7 55 65 75 88 98
1.5 90 27.9 31.5 43.1 51 59 70 78
2 120 23.2 26.3 36.1 43.0 49.8 59 66
3 180 17.9 20.4 28.3 33.9 39.4 47.0 53
4.5 270 13.9 15.9 22.4 26.9 31.5 37.7 42.6
6 360 11.7 13.4 19.0 23.0 26.9 32.4 36.7
9 540 9.13 10.6 15.2 18.5 21.8 26.3 29.8
12 720 7.69 8.94 13.0 15.8 18.7 22.7 25.9
18 1080 6.03 7.05 10.4 12.7 15.1 18.5 21.1
24 1440 5.05 5.93 8.80 10.9 13.0 15.9 18.2
30 1800 4.38 5.16 7.71 9.55 11.4 14.1 16.2
36 2160 3.89 4.59 6.89 8.56 10.3 12.7 14.7
48 2880 3.20 3.78 5.72 7.14 8.61 10.7 12.4
72 4320 2.39 2.83 4.30 5.40 6.55 8.22 9.60
Catchment Data
Details: EXISTING
Variable Value Units
Area: 3.407 ha
C10 0.66 fraction
17.4 Overland Flow190
- 120m
Rational Method Summary 2.60 channel 120
Adopted Time of Concentration (tc) 20.6 Minutes (or 0.34 hours)
AVERAGE RECURRENCE INTERVAL (years)
Variable 1 yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr
Freq Factor 0.80 0.85 0.95 1.00 1.05 1.15 1.20
Intensity (mm/hr) 67 76 102 119 135 156 172
Discharge (m3/s) 0.336 0.403 0.608 0.745 0.886 1.120 1.286
H:\21\21-0166 25 Pavilion Street, Pomona - SMP\Design\Water Resources\WBNM\Rational\Rational_Method_Pomona.xlsm 12/08/2021
[OCR of page images]
RATIONAL METHOD SUMMARY & RAINFALL DATA
Project 25 Pavilion Street, Pomona
Project #
2016 IFD BoM
Latitude -26.36
Longitude 152.85
Rainfall Intensity (mm/hr
DURATION AVERAGE RECURRENCE INTERVAL (years)
(hours) | (minutes) 1 yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr
0.083 5 112 127 171 201 230 267 295
0.1 6 108 122 164 192 219 254 280
0.167 10 92 104 140 164 186 214 235
0.25 15 78 88 119 139 157 181 199
0.333 20 68 77 104 121 137 158 174
0.417 25 61 69 92 108 123 142 156
0.5 30 55 62 84 98 111 129 142
0.75 45 43.2 48.7 66 77 89 103 114
1 60 36.1 40.7 55 65 75 88 98
1.5 90 27.9 31.5 43.1 51 59 70 78
2 120 23.2 26.3 36.1 43.0 49.8 59 66
3 180 17.9 20.4 28.3 33.9 39.4 47.0 53
4.5 270 13.9 15.9 22.4 26.9 31.5 37.7 42.6
6 360 11.7 13.4 19.0 23.0 26.9 32.4 36.7
9 540 9.13 10.6 15.2 18.5 21.8 26.3 29.8
12 720 7.69 8.94 13.0 15.8 18.7 22.7 25.9
18 1080 6.03 7.05 10.4 12.7 15.1 18.5 21.1
24 1440 5.05 5.93 8.80 10.9 13.0 15.9 18.2
30 1800 4.38 5.16 7.71 9.55 11.4 14.1 16.2
36 2160 3.89 4.59 6.89 8.56 10.3 12.7 14.7
48 2880 3.20 3.78 5.72 7.14 8.61 10.7 12.4
72 4320 2.39 2.83 4.30 5.40 6.55 8.22 9.60
Catchment Data
Details: EXISTING
Variable Value Units
Area: 3.407 ha
Cio 0.66 fraction
17.4 Overlandf 190
Rational Method Summary 2.60 channel 120
Adopted Time of Concentration (tc) __ 20.6 _ Minutes (or 0.34 hours)
AVERAGE RECURRENCE INTERVAL (years)
Variable T yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr
Freq Factor 0.80 0.85 0.95 1.00 1.05 1.15 1.20
Intensity (mm/hr) 67 76 102 119 135 156 172
Discharge (m*/s) 0.336 0.403 0.608 0.745 0.886 1.120 1.286
H:\21\21-0166 25 Pavilion Street, Pomona -
SMP\Design\Water Resources\WBNM\Rational\Rational_Method_Pomona.xlsm
12/08/2021
Page 30
iWBNM Lite
Comment#1 25 Pavilion Street
Comment#2 Existing (E01) IMPORT SAVE & RUN
Comment#3 CLEAR_ALL BROWSE WBNM_Run: H:\21\21-0166 25 Pavilion Street, Pomona - SMP\Design\Water Resources\WBNM\002\wbnm2019_w64.exe
RESULTS_ONLY BROWSE ARR2019 Gauge H:\21\21-0166 25 Pavilion Street, Pomona - SMP\Design\Water Resources\WBNM\002\PomonaIFD.csv
Note this must be in same location as runfile
GENERAL_PARAMETERS DEFAULTS BROWSE ARR_Catchment: QLD_ARR_Datahub.txt Note this must be in same location as runfile
Lag Parameter (C) 1.6 BROWSE ARR_Patterns: QLD_ECnorth_Increments.csv Note this must be in same location as runfile
Stream Lag Factor 1 LAST_BUILD: H:\21\21-0166 25 Pavilion Street, Pomona - SMP\Design\Water Resources\WBNM\002\E01.wbn
Calculation Timestep 1 mins
Initial Loss 10 mm
Continuing Loss Rate 2.4 mm/hr RAINGAUGE TIPS PomonaIFD
TOPOLOGY STORMS TIPS ARR STRUCTURE
Subarea Name Connects_to Area_ha Imp_% Storm# AEP (ARI) Dura_mins Subarea IWL D-Fact Type %Per to LS %Imp to LS
1 Ex A01 0.138 50 1 1 10 HS
2 A01 SINK 3.407 11 2 1 15 WEIRS Weir#1 Weir#2 PIPES Pipe#1 Pipe#2 Pipe#3 Elevation_m Storage_m3
3 3 1 20 Diverts to Sub Diverts to Sub
4 4 1 25 Crest Elev [m] Invert [m]
5 5 1 30 Length [m] No. Barrels
6 6 1 45 Weir Coeff Ent. Type
7 7 1 60 D_Fact Dia/(Width)[mm]
8 8 1 90 Directed to (Height)[mm]
9 9 1 120 Delay [mins] Disch-Factor
10 10 1 180 Directed to
11 11 1 270 Delay [mins]
12 12 1 360
SINK
RESULTS
1 2 3 4 5 6 7 8 9 10 11 12
Structure Averages 1 AEP 10 mins 1 AEP 15 mins 1 AEP 20 mins 1 AEP 25 mins 1 AEP 30 mins
1 AEP 45 mins 1 AEP 60 mins 1 AEP 90 mins 1 AEP 120 mins
1 AEP 180 mins 1 AEP 270 mins 1 AEP 360 mins
Ex 0.0853 0.0835 0.0748 0.0763 0.0747 0.0685 0.0604 0.0524 0.048 0.0396 0.0353 0.0377
A01 1.0645 1.2085 1.2249 1.2693 1.2749 1.1869 1.0935 1.0024 0.911 0.8549 0.742 0.8441
Structure_averages
Inflow Peak [m3/s]
Outflow Peak [m3/s]
Inflow Volume [m3]
Max Vol Stored [m3]
Max Water Elev [m]
ARR2019 Actual above mean
Ex 0.087 0.084 0.075 0.079 0.075 0.074 0.061 0.055 0.048 0.041 0.038 0.041
A01 1.067 1.22 1.236 1.324 1.293 1.21 1.094 1.063 0.926 0.869 0.772 0.852
Page 31
iWBNM Lite
Comment#1 25 Pavilion Street
Comment#2 Developed (D01) IMPORT SAVE & RUN
Comment#3 CLEAR_ALL BROWSE WBNM_Run: H:\21\21-0166 25 Pavilion Street, Pomona - SMP\Design\Water Resources\WBNM\002\wbnm2019_w64.exe
RESULTS_ONLY BROWSE ARR2019 Gauge H:\21\21-0166 25 Pavilion Street, Pomona - SMP\Design\Water Resources\WBNM\002\PomonaIFD.csv
Note this must be in same location as runfile
GENERAL_PARAMETERS DEFAULTS BROWSE ARR_Catchment: QLD_ARR_Datahub.txt Note this must be in same location as runfile
Lag Parameter (C) 1.6 BROWSE ARR_Patterns: QLD_ECnorth_Increments.csv Note this must be in same location as runfile
Stream Lag Factor 1 LAST_BUILD: H:\21\21-0166 25 Pavilion Street, Pomona - SMP\Design\Water Resources\WBNM\002\D01.wbn
Calculation Timestep 1 mins
Initial Loss 10 mm
Continuing Loss Rate 2.4 mm/hr RAINGAUGE TIPS PomonaIFD
TOPOLOGY STORMS TIPS ARR STRUCTURE
Subarea Name Connects_to Area_ha Imp_% Storm# AEP (ARI) Dura_mins Subarea IWL D-Fact Type %Per to LS %Imp to LS
1 Ex A01 0.138 50 1 1 10 HS
2 A01 A02 2.077 50 2 1 15 WEIRS Weir#1 Weir#2 PIPES Pipe#1 Pipe#2 Pipe#3 Elevation_m Storage_m3
3 A02 SINK 1.3543 5 3 1 20 Diverts to Sub Diverts to Sub
4 4 1 25 Crest Elev [m] Invert [m]
5 5 1 30 Length [m] No. Barrels
6 6 1 45 Weir Coeff Ent. Type
7 7 1 60 D_Fact Dia/(Width)[mm]
8 8 1 90 Directed to (Height)[mm]
9 9 1 120 Delay [mins] Disch-Factor
10 10 1 180 Directed to
11 11 1 270 Delay [mins]
12 12 1 360
SINK
RESULTS
1 2 3 4 5 6 7 8 9 10 11 12
Structure Averages 1 AEP 10 mins 1 AEP 15 mins 1 AEP 20 mins 1 AEP 25 mins 1 AEP 30 mins
1 AEP 45 mins 1 AEP 60 mins 1 AEP 90 mins 1 AEP 120 mins
1 AEP 180 mins 1 AEP 270 mins 1 AEP 360 mins
Ex 0.0853 0.0835 0.0748 0.0763 0.0747 0.0685 0.0604 0.0524 0.048 0.0396 0.0353 0.0377
A01 1.038 1.0423 0.9784 1.0085 1.0057 0.9229 0.8182 0.7396 0.6697 0.5944 0.5269 0.5788
A02 1.1618 1.3678 1.3779 1.4095 1.361 1.2862 1.1624 1.0737 0.9518 0.8984 0.7834 0.8864
Structure_averages
Inflow Peak [m3/s]
Outflow Peak [m3/s]
Inflow Volume [m3]
Max Vol Stored [m3]
Max Water Elev [m]
ARR2019 Actual above mean
Ex 0.087 0.084 0.075 0.079 0.075 0.074 0.061 0.055 0.048 0.041 0.038 0.041
A01 1.041 1.053 0.98 1.037 1.048 1.006 0.822 0.756 0.69 0.617 0.572 0.62
A02 1.163 1.377 1.392 1.418 1.366 1.324 1.18 1.097 0.967 0.918 0.852 0.932
Page 32
iWBNM Lite
Comment#1 25 Pavilion Street
Comment#2 Mitigated (M01) IMPORT SAVE & RUN
Comment#3 CLEAR_ALL BROWSE WBNM_Run: C:\TEST\Pav\wbnm2019_w64.exe
RESULTS_ONLY BROWSE ARR2019 Gauge C:\TEST\Pav\PomonaIFD.csv Note this must be in same location as runfile
GENERAL_PARAMETERS DEFAULTS BROWSE ARR_Catchment: QLD_ARR_Datahub.txt Note this must be in same location as runfile
Lag Parameter (C) 1.6 0.138 BROWSE ARR_Patterns: QLD_ECnorth_Increments.csv Note this must be in same location as runfile
Stream Lag Factor 1 0.095 LAST_BUILD: H:\21\21-0166 25 Pavilion Street, Pomona - SMP\Design\Water Resources\WBNM\002\M01.wbn
Calculation Timestep 1 mins 0.047
Initial Loss 10 mm 0
Continuing Loss Rate 2.4 mm/hr RAINGAUGE TIPS PomonaIFD
TOPOLOGY STORMS TIPS ARR STRUCTURE
Subarea Name Connects_to Area_ha Imp_% Storm# AEP (ARI) Dura_mins Subarea IWL D-Fact Type %Per to LS %Imp to LS
1 Ex A1 0.138 50 1 1 10 A1 0 1 OUTLET HS
2 A1 A2 2.077 50 2 1 15 WEIRS Weir#1 Weir#2 PIPES Pipe#1 Pipe#2 Pipe#3 Elevation_m Storage_m3
3 A2 SINK 1.354 5 3 1 20 Diverts to Sub A2 Diverts to Sub A2 0 0
4 4 1 25 Crest Elev [m] 0.6 Invert [m] 0 0.1 26
5 5 1 30 Length [m] 4 No. Barrels 1 0.2 55
6 6 1 45 Weir Coeff 1.6 Ent. Type 1 0.3 87
7 7 1 60 D_Fact 1 Dia/(Width)[mm] 450 0.4 123
8 8 1 90 Directed to TOP (Height)[mm] 0.5 162
9 9 1 120 Delay [mins] 0 Disch-Factor 1 0.6 205
10 10 1 180 Directed to TOP 0.7 251
11 11 1 270 Delay [mins] 0 0.8 301
12 12 1 360 0.87 338
SINK 1 395
RESULTS
1 2 3 4 5 6 7 8 9 10 11 12
Structure Averages 1 AEP 10 mins 1 AEP 15 mins 1 AEP 20 mins 1 AEP 25 mins 1 AEP 30 mins
1 AEP 45 mins 1 AEP 60 mins 1 AEP 90 mins 1 AEP 120 mins
1 AEP 180 mins 1 AEP 270 mins 1 AEP 360 mins
Ex 0.0853 0.0835 0.0748 0.0763 0.0747 0.0685 0.0604 0.0524 0.048 0.0396 0.0353 0.0377
A1 0.773 0.9268 0.9171 0.9401 0.9017 0.8627 0.7671 0.6994 0.6216 0.5801 0.5038 0.5646
A2 0.7441 1.0748 1.2335 1.315 1.2568 1.196 1.1035 1.0139 0.9108 0.8611 0.7507 0.855
Structure_averages
Inflow Peak [m3/s] 1.038 1.0423 0.9784 1.0085 1.0057 0.9229 0.8182 0.7396 0.6697 0.5944 0.5269 0.5788
Outflow Peak [m3/s] 0.773 0.9268 0.9171 0.9401 0.9017 0.8627 0.7671 0.6994 0.6216 0.5801 0.5038 0.5646
Inflow Volume [m3] 728 953.8 1130.9 1275.8 1399.5 1699.6 1934.4 2307.7 2627.8 3155.2 3806.2 4366.6
Max Vol Stored [m3] 286.4 304.1 303.1 305.7 301.5 296.7 285.5 277.3 267.7 261 251.9 258.4
Max Water Elev [m] 0.7705 0.806 0.8037 0.8088 0.8005 0.7906 0.7684 0.7527 0.7337 0.7193 0.7012 0.7137
ARR2019 Actual above mean
Ex 0.087 0.084 0.075 0.079 0.075 0.074 0.061 0.055 0.048 0.041 0.038 0.041
A1 0.774 0.929 0.923 0.986 0.908 0.873 0.777 0.703 0.653 0.601 0.55 0.606
A2 0.745 1.083 1.257 1.317 1.302 1.197 1.149 1.053 0.947 0.87 0.754 0.871
[OCR of page images]
Comment#1]25 Pavilion Street
Comment#2| Mitigated (M01) IMPORT.
Comment#3}| CLEAR_ALL
RESULTS_ONLY
| DEFAULTS
Lag Parameter (C) 16 0.138
Stream Lag Factor| 1 0.095
Calculation Timestep 1|mins 0.047
Initial Loss 10]mm 0
Continuing Loss Rate| 2.4|mm/hr Hos
TIPS
PomonalFD
SAVE & RUN
BROWSE
BROWSE
BROWSE
BROWSE
WBNM_Run: C:\TEST\Pav\wbnm2019_w64.exe
‘ARR2019 Gauge C:\TEST\Pav\PomonalFD.csv Note this must be in same location as runfile
ARR_Catchment: QLD_ARR_Datahub.txt Note this must be in same location as runfile
ARR_Patterns: QLD_ECnorth_Increments.csv
LAST_BUILD: H:\21\21-0166 25 Pavilion Street, Pomona - SMP\Design\Water Resources\WBNM\002\M01.wbn
Note this must be in same location as runfile
Subarea
Subarea Connects_to Area_ha Storm# AEP (ARI) Durée IWL D-Fact Type %Per to LS %lmp to LS
1]Ex AL 0.138 1 1 10 AL 0 1 ‘OUTLET |
2/A1 A2 2.077 2 1 15 Weirf#1 Weir#2 Th Pipe#1. Pipe#2 Pipe#3 | Elevation_m Storage_m3
3]A2 1.354 3 1 20 Diverts to Sub AZ Diverts to Sub] AZ 0 0
4 4 1 25 Crest Elev [m] 0.6 Invert [m] 0 0.1 26
5 5 1 30 Length [m] 4 No. Barrels 1 0.2 55
6 6 1 45 Weir Coeff 16 Ent. Type 1 03 87
7 7 1 60 D_Fact 1 Dia/(Width)[mm]|___450 0.4 123
8 8 1 90 Directed to TOP (Height)[mm] 05 162
9 9 1 120 Delay [mins] 0 Disch-Factor 1 0.6 205)
10| 10 1 180 Directedto| TOP 07 251
1 1 1 270 Delay [mins] 0 08 301
12 2 1 360 0.87 338
SINK 1 395
1 2 3 4 5 6 7 8 9 10 11 12
Structure Averages 1 AEP 10 mins AEP 15 mins 1AEP 20 mins 1AEP 25 mins 1 AEP 30 mi1 AEP 45 mins 1AEP 60 mins 1AEP90 mins 1 AEP 120n1 AEP 180 mins 1 AEP 270 mins 1 AEP 360 mins
Ex 0.0853 0.0835 0.0748 0.0763 0.0747 0.0685 0.0604 0.0524 0.048 0.0396 0.0353 0.0377
AL 0.773 0.9268 0.9171 0.9401 0.9017 0.8627 0.7671 0.6994 0.6216 0.5801 0.5038 0.5646
A2 0.7441 1.0748 1.2335 1315 1.2568 1.196 1.1035 1.0139 0.9108 0.8611 0.7507 0.855
Structure_averages
Inflow Peak [m3/s] 1.038 1.0423 0.9784 1.0085 1.0057 0.9229 0.8182 0.7396 0.6697 0.5944 0.5269 0.5788
Outflow Peak [m3/s] 0.773 0.9268 0.9171 0.9401 0.9017 0.8627 0.7671 0.6994 0.6216 0.5801 0.5038 0.5646
Inflow Volume [m3] 728 953.8 1130.9 1275.8 1399.5 1699.6 1934.4 2307.7 2627.8 3155.2 3806.2 4366.6
Max Vol Stored [m3] 286.4 304.1 303.1 305.7 301.5 296.7 285.5 2773 267.7 261 251.9 258.4
Max Water Elev [m] 0.7705 0.806 0.8037 0.8088 0.8005 0.7906 0.7684 0.7527 0.7337 0.7193 0.7012 0.7137
ARR2019 Actual above mean
Ex 0.087 0.084 0.075 0.079 0.075 0.074 0.061 0.055 0.048 0.041 0.038 = 0.041
AL 0.774 0.929 0.923 0.986 0.908 0.873 0.777 0.703 0.653 0.601 0.55 0.606
A2 0.745 1.083 1.257 1317 1.302 1.197 1.149 1.053 0.947 0.87 0.754 0.871