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A6880 - Eng - June 2024
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Addendum to Stormwater
Management Plan
PC23340 Revision B by Peritas Group
Proposed Kinetic Bus Depot Development
at
5 Production Ave, Noosaville
For
Integral Construction
A6880/24/ENG
June 2024
SH/PL
Prepared by Brah101 Pty Ltd Trading As Alta Projects ABN 91 611 354 511
Civil and Structural Engineering
Project Management
26 Memorial Avenue
P. O. Box 559
Cotton Tree, Queensland, 4558
Telephone: (07) 5475 4125
Facsimile: (07) 5479 1607
e-mail: [email protected]
The content of this document is provided in strict commercial confidence. The content of this
document shall not be disclosed to any third party, without the express written authority of
Alta Projects.
Document Control
Revision A6880/24/ENG - Authorised for Issue
Author Signature
No. Date Reviewer Signature Document Status
A June 2024 Steven Harrison Steven Harrison A
RPEQ 4784 RPEQ 4784
R - Revision F - Final A - Approval P - Preliminary
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Full text of sections 2 to 14 (of 31)
Section 2
- Contents -
INTRODUCTION p1
1 STORMWATER QUANTITY p2
2 STORMWATER QUALITY p5
2.1 Proposed MUSIC Model Concept p5
2.2 MUSIC Model Results p7
APPENDICES
APPENDIX A – Existing Survey
APPENDIX B – Engineering Drawings
APPENDIX C – Engineering Calculations
APPENDIX D – MUSICX Model (.mxproj file – electronic file only)
APPENDIX E – WSUD & Attenuation Tank Maintenance Plan
Section 3
INTRODUCTION
This report is lodged as an addendum to Stormwater Management Plan PC23340 Revision
B by Peritas Group dated 16/02/2023 which was lodged in response to Council’s
information request dated 10 January 2024.
In particular this report addresses amendments required to that Peritas report as
documented in Decision Notice MCU23/0155 dated 4 April 2024 and set out below:-
This report should be read in conjunction with attached engineering drawings and
calculations.
________________________________________________________________________
A6880/24/ENG/Noosaville 1
June SH/pl
ALTA PROJECTS PTY LTD
Section 4
1. STORMWATER QUANTITY - Include allowance for climate change within the
stormwater design by incorporating a rainfall intensity increase of 20%.
We note that the Peritas report included an on-site stormwater attenuation tank based
on the below premise as agreed with Council officers and set out in the below Response
to Information Request dated 22 February 2024 by Place Design Group.
Based on subsequent discussions with Council’s development assessment team, the existing
drainage information from Council’s GIS map shows the existing stormwater pipes along the
site’s eastern boundary originate from no. 5 Commerce Court and continue southward to Rene
Street and appear to serve as lawful discharge points for these lots.
The Updated Stormwater Management Plan prepared by Peritas Group provided in Attachment
3 has assessed the impacts the proposed development will have on peak flows discharging
downstream of the site. The design objective is to mitigate increased flow rates above the 10%
AEP storm event and/or the existing downstream pipe capacity to ensure a non-worsening of
peak flows discharging from the site. It is proposed to restrict 1% AEP flow from the site to 16%
of the existing flow capacity of the 900mm diameter pipe at the point of discharge at 5
Production Street. This represents the proportion of the project site against total contributing
catchment. An onsite detention tank is proposed with total storage volume of 150m3.
100year ARI flows from all bus depot catchments will be piped to a proposed
underground attenuation tank located at the site’s eastern boundary and discharging
attenuated flows to the existing stormwater network along the eastern boundary of the
site in similar fashion to the proposals of the Peritas report but sized with allowance for
climate change rainfall intensity increases of 20% as required by Council.
Outflow from the tank will be throttled through a stainless-steel orifice plate such that
peak post development discharges are limited to an agreed nominal maximum of 0.297
m3/s (16% of existing pipe flow capacity) as set out in the Peritas report.
Assessment of pre and post-development flows is carried out with the assistance of a
simple unit hydrograph program in excel spreadsheet format with algorithms based on
the Rational Method. This spreadsheet has been developed by Alta Projects and readily
accepted by Council for previous projects. The spreadsheet calculations are with
reference to;
- Queensland Urban Drainage Manual (QUDM)
- Australian Rainfall and Runoff 2019 (ARR2019)
________________________________________________________________________
A6880/24/ENG/Noosaville 2
June SH/pl
ALTA PROJECTS PTY LTD
Section 5
Calculation of peak flows for the site have been developed based on several variables;
- Catchment Areas and Fractions Impervious Areas - Pre Developed v Post Developed
- QUDM Tables – Frequency factors and C10 values for pervious v impervious areas
- Analysis of 10 separate Temporal Patterns (East Coast North Region) for each rainfall
event, with selection of the median temporal pattern used as the design temporal
pattern for each rainfall event as per ARR2019 guidelines
- IFD Design Rainfalls (with 20% increases applied for Climate Change)
- Storm Durations ranging from 5 to 120 minutes
Using BOMs Design Rainfall Data System, IFDs and Temporal Patterns were
downloaded and imported into the model. Refer to Appendix C for the IFD chart used
within the model.
The Bus Depot catchment has an area of 6,095m2 and an estimated conservative pre-
development fraction impervious of 0.8, (assumed C10 = 0.86).
Post-development 6,095m2 of the Bus Depot site will be directed to an underground
attenuation tank located beneath the bus access driveway.
Post development fraction impervious of the overall Bus Depot site will increase to 0.9
with a standard inlet time of 5 minutes adopted.
Using these parameters as inputs the excel spreadsheet is used to calculate and compare
pre and post-development flows for a range of storm from 5 to 120 minutes and a range
of ARI’s from 1 year to 100 years.
RFI tables and model results are included at Appendix C.
Table 5.3.1 below summarises results and demonstrates that non-worsening (maximum
outflow of 297m3/s) may be achieved with an attenuation storage volume of 203m3 and
a staged orifice plate. Refer engineering drawings at Appendic B for proposed tank and
Orifice Plate outlet configuration.
Emergency overflow discharge will be provided via weir overflow within the
attenuation tank catering for full orifice blockage under 1% AEP conditions.
________________________________________________________________________
A6880/24/ENG/Noosaville 3
June SH/pl
ALTA PROJECTS PTY LTD
Section 6
Table 1.1.1
________________________________________________________________________
A6880/24/ENG/Noosaville 4
June SH/pl
ALTA PROJECTS PTY LTD
Section 7
2 STORMWATER QUANTITY - Provide an amended water quality treatment
system that utilises natural processes and materials, whenever possible, and is
integrated into the development to enhance biodiversity and landscape benefits.
Note that Council would be accepting of a bio-basin and/or bio-swales to achieve
the required nutrient and pollutant reduction targets.
2.1 Proposed MUSIC Model Concept
All stormwater generated on the development site will be subject to water
quality treatment via two proposed bioretention basins with a combined
total area of 75m2, filter area of 60m2, extended detention depth of 200 mm
and filter depth of 500mm.
The efficiency of the proposed treatment train has been identified by the
Model for Urban Stormwater Improvement Conceptualisation (MUSICX
V1.1.0) developed by Monash University.
A conceptual layout of the treatment train as input to the MUSIC Model is
shown in Figure 5.4.1.b.
Figure 2.1 : MUSIC Model Layout
The locations and details of the water quality treatment devices are shown on
engineering drawings D01 and WQ01 at Appendix B.
In Accordance with Noosa Regional Council, Water Quality analysis has been
developed in accordance with Noosa Regional Council, State Planning Policy
July 2017 (SPP) and the Queensland Water Quality Objectives (2009) for water
quality objectives.
________________________________________________________________________
A6880/24/ENG/Noosaville 5
June SH/pl
ALTA PROJECTS PTY LTD
Section 8
Queensland Water Quality Objectives (2009) have been adopted which
recommend the following minimum reductions in mean annual pollutant loads
leaving a development site compared to the developed unmitigated case:
• 80% reduction in Total Suspended Solid Load;
• 65% reduction in Total Phosphorous Load;
• 45% reduction in Total Nitrogen Load;
• 90% reduction in Gross Pollutant Load.
MUSIC modelling of the proposed treatment train has been undertaken generally in
accordance with Water by Design’s - MUSIC Modelling Guidelines, Version 1.0-2010.
Modelling has been undertaken using the ‘split catchment’ method.
The Rainfall Runoff Parameters for the source catchments have been taken from
table 3.7 of Water By Design’s – MUSIC Modelling Guidelines, Version 1.0 2010 and are
shown in Table 5.4.1.c below.
Table 2.1: Rainfall Runoff Parameters
Pervious Area Properties
Soil Storage Capacity (mm) 18
Initial Storage (% of Capacity) 10
Field Capacity (mm) 80
Infiltration Capacity Coefficient ‘a’ 243
Infiltration Capacity Exponent ‘b’ 0.6
Groundwater Properties
Initial Depth (mm) 50
Daily Recharge Rate (%) 0
Daily Baseflow Rate (%) 31
Daily Deep Seepage Rate (%) 0
Rainfall Threshold (mm) 1
The pollutant load concentrations for each source catchment have been taken
from Table 3.8 of the Water by Design MUSIC Modelling Guidelines Version 1.0, 2010
using the concentrations recommended for Industrial areas.
The model was run for an average rainfall recorded at Cooroy rainfall station
using a 6 minute time step.
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A6880/24/ENG/Noosaville 6
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ALTA PROJECTS PTY LTD
Section 9
Please refer to the electronic MUSIC model attached.
2.2 MUSIC Model Results
The results of the MUSIC model are shown in Table 2.2 below.
Table 2.2 Treatment Train Effectiveness
Flow TSS TP TN Gross
ML/y Kg/y Kg/y Kg/y Pollutant
Kg/y
Source Load 8652 3210 5.399 20.19 179.6
Residual Load 8526 600.1 1.874 10.96 0
% Reduction 1.45 81.31 65.28 45.71 100
%Target Reduction - 80 65 45 90
Inspection of Table 2.2 shows that the target pollutant load reductions will be
achieved for the developed site.
2.3 Maintenance
A recommended maintenance schedule for elements of the water quality and
attenuation treatment train appears at Appendix E.
________________________________________________________________________
A6880/24/ENG/Noosaville 7
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ALTA PROJECTS PTY LTD
Section 10
Existing Survey
Section 11
PIT 7.15
GDA 20
20 NO
RTH
PRODUCTION STREET TRUE NORTH
7.50 7.50 7.75
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6.
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Notes:
6.93
1) This plan is not an Identification Survey
2) Underground Services may be scaled and
6.54
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approximate only
6.78
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3) Contact FSG on 0417703607 with any questions
6.65
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I, Richard Alan Henderson of FOCUS SURVEY GROUP, hereby certify that the
6.74
FL 7.43
vertical and horizontal locations,dimensions and volumes shown on this plan are a
7.27
true and correct record and were located and checked by survey.
6.63 6.60
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7.25 CPSSSI Surveyor No. 12546 Date: 19/07/19
190719
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http://www.focussurveygroup.com.au
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Sewer and Stormwater lines were not excessible.
Positions were scaled from records
7.75
Kinetic Services Pty Ltd 5 - 13 Production Street
rh Lot 256 MCH 4539, Lot 257 MCH 4891
rh 05/10/23 and Lot 274 MCH 4891 Topographic Survey
Rev No. Date Revision Details Rev By Ver By App By ahd 1:350 - Sheet 1 of
Section 13
Engineering Drawings
Section 14
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RL7.8 7.38 RL7.15 PROPOSED BUILDING AREA
EXTERNAL SITE OVERFLOW 4. UNLESS NOTED OTHERWISE ALL STORMWATER MANHOLES ARE
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ALL WHEEL LOADS MUST BE CONFINED TO 20mm STEEL BRIDGING
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IMPERVIOUS CLASS 'D'LID
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13. ALL PIPEWORK TO BE CUT BACK FLUSH WITH PIT WALLS AND
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RL7.25 14. ALL PIT BASES TO BE RENDERED TO FALLS USING EPOXY
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7.0 MORTOR SUCH THAT THEY ARE FREE DRAINING
15
D
6.9 15. CONTRACTOR TO SUBMIT THE FOLLOWING MINIMUM QUALITY
6.50
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RL7.00 7.49 RL6.7 IL5
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7.1
7.48 The text continues on section 15.