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Response to Information Request - Received on 19/04/2012 · OPW11/0335
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SCRC CORRESPONDENCE
TODCONSULTING 1 "1 1 1 1 I~I’1 1 1"’11 1 1 1 1 1 1 1 1 1 1 1
civil &. structural engineers 80475521
@)
TOO CONSULTING PTY LTO DIRECTORS 20 Mary Street Noosaville QLD 4566
ABN 39 128 805 336 S Prystupa B.E., M.I.E.Aust C.P.Eng, R.P.E.Q. PO Box 61 Noosaville QLD 4566
C Dowding B.E., M.I.E.Aust R.P.E.Q. P 07 5449 9600
D Reynolds B.E., M.I.P.W.E.Aust. R.P.E.Q. F 07 5449 9494
E [email protected]
www.todconsulting.com
DR:AS 10525-6
YOUR REF: ML011 :MWL:OPW11/0335
27 January 2012
The Chief Executive Officer
Sunshine Coast Council
Locked Bag 72
SCMC QLD 4560 ATTENTION: Mark Lewis
Dear Sir
RE: INFORMATION REQUEST OPW 11/0335 -
ESSENCE OF PEREGIAN
Further to our letter dated 27 January 2012 please find attached 3 copies of
following information documentation for your review:-
. Updated and amended Stormwater Management Plan (SWMP)prepared by
Simmonds & Bristow dated March 2012 including Acid Sulphate Soil
assessment by Butler Partners Pty Ltd
. Spice Consulting Hydraulic drawings 964-0P1 H, OP2H, OP4E amended to
be consistent with SWMP
Tod Consulting drawings 10525 -
C1 F, C2H, C3J, C4H, C5F, C6F, C7F, C8B
amended to be consistent with both Simmonds & Bristow and Spice
Consulting documentation
. Copy of correspondence from Butler Partners Pty Ltd clarifying Acid Sulphate
Soil Assessment
We look forward to receiving a Development Permit for Operational Works for the
Essence of Peregian project in due course.
Please do not hesitate to contact the writer should you require any further
information.
II~O Mr
I Box: "JJ:,.I.~~". R: "..;..I.Q"""".\
o G REYNOLDS
TOO CONSULTING
buildings I bridges I mining & civil I roads I subdivisions I structural renewal I urban street scapes
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Section 2
Butler Partners Ply LId
ABN 14 8’~ 5 4 866
79 Doggett Street
Newstead, Queensland 4006
P.O. Box 2267
Fortitude Valley BC
Queensland 4006
Project No. 007-160A www.butlerpartners.com.au
Ph: 61 7 3852 3800
12 July 2010 Fx: 61 7 3852 3808
[email protected]
Matrix Pty Ltd
PO Box 3220
LOGANHOLME OLD 4129
Email: [email protected]
Attention: Mr C Sloan
Dear Clint
RE: ACID SULFATE SOILS
ESSENCE OF PEREGIAN
215 - 219 DAVID LOW WAY, PEREGIAN BEACH
1.0 INTRODUCTION
Butler Partners has carried out an Acid Sulfate Soil (ASS)assessment at the site and the results of the
assessment are detailed in the following report:
Acid Sulfate Soil Assessment
Residential Development
215 -
219 David Low Way, Peregian Beach
Project No: 07160 Dated: 18 June 2007
The ASS assessment comprised the drilling and sampling of six bores with samples taken for laboratory
testing. The subsurface conditions encountered in the bores generally comprised a surface layer of either fill
material, that varied up to a maximum depth of 0.8m, or silty sand to a maximum depth of O.4m. In two
bores drilled in the lower lying, western part of the site, the fill was underlain by natural, dark grey-brown silty
clays that were underlain in turn by silty sands that were indurated below 2m depth. In the eastern part of
the site, where the majority of the development is understood to be proposed, the surface fill or silty sand
layer was underlain by sands.
The results of the laboratory testing indicated that, in general, the fill material and natural sands and silty
sands were not ASS. The natural silty clays indicated levels of actual acidity below laboratory reporting
limits, with one exception from a bore at the western edge of the proposed development area. The silty
clays were therefore considered to include an apparently limited amount of ASS, potentially at isolated
locations.
W;&~
CONSULT AUSTRALIA
~
Member F rm
Section 3
Essence of Peregian
215 219 David Low Way, Peregian Beach
-
Project No.: 007-160A
12 July 2010
2.0 PROPOSED EARTHWORKS
It is understood from Matrix Pty Ltd that site earthworks will comprise cut and fill but will not include
excavation below 5mAHD and will not include excavation within the area where one sample, indicating the
possible presence of some very low level ASS, was encountered. It is also understood that the currently
proposed footings are displacement piles (e.g. steel screw piles or driven timber piles) and disturbance of
ASS, if/where they exist is not proposed.
3.0 ASS RISK
Based on the results of the ASS assessment (which indicated that low levels of ASS were present in only
samples tested) and the proposed earthworks (which, it is understood from Matrix, do not propose
one of the
any excavation or disturbance of soils below 5mAHD), it is considered that the risk of adverse effects from
ASS presence at the site (for the currently proposed development) is very low.
If you require any additional information, or if we can be of any further assistance, please do not hesitate to
contact us.
Yours faithfully
BUTLER PARTNERS PTY LTD
MIKE NEIGHBOUR
Principal
butlerpartners.com.au Page 2
Section 4
~
41 ..,
Simmonds & Bristow
Established 1965 ACN 010252418 Pty Ltd
ESSENCE OF PEREGIAN
Stormwater Management Plan
Sediment and Erosion Control Plan
Prepared for
Scanlon Property Group Pty Ltd
March 2012
Section 5
..
.
Document Control
ID~l~T,~[ld~,"~,~~ist~~
Originating Office:
40 Reginald Street PO Box 3160 Ph: 07 3710 9100
Rocklea, Qld 4106 Yeronga, Qld 4104 Fax: 07 3710 9199
Job Ref Number 1108-155C
Document Number 1108-155Cf-02
Client Scanlon Property Group Pty Ltd
Client Contact Tony Scanlon
Name Signed Date
Terrence Allen BE(Chem)
Written by: -7.-.--;0;----
.
~\ ",,_;..:.--
26/03/2012
.....
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....
..
David BristQw
I
IEAust, CPENG, RPEQ,
f3E(Ghem),
1A1M.
c/7i
Reviewed by:
.
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tfY/ ~ 26/03/2012
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....
...... ...
ReVlslon H.
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Rev No. Date Author Page(s) \ Description I Revision Status
00 14/12/2010 GE&AH , pdate to SWMP & SCEP Superseded
01 07/09/2011 TA&GE 1 S~age 1 Update to SWMP & SCEP Superseded
,
’ Revision of
02 09/12/2011 TA J Stage 1 SWM P & Superseded
J .,
SCEP
03 13/01/2012 TA ~ r_
~Revision of SCEP & SWMP Superseded
-
following Experts Report
~ -
04 09/03/2012 TA Revision following Council Current
Feedback
Disclaimer
The information contained in this document has been prepared specifically for our client named
above and as such its use is limited to the above project. Simmonds and Bristow accept no
responsibility to any third party who may use or rely upon this document or the information
contained within.
Whilst S&B have made every effort to ensure the accuracy of the information contained within
this document it may include typographical errors and may be changed or updated without
notice.
@2010 Simmonds and Bristow Pty Ltd All Rights Reserved. Copyright in the whole and part of this document
belongs to Simmonds and Bristow Pty Ltd and may not be used, sold, transferred, copied or reproduced in whole or
in part without the prior written consent of Simmonds and Bristow pty Ltd.
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Section 6
.
EXECUTIVE SUMMARY
Simmonds and Bristow were commissioned by the Scanlon Property Group Pty Ltd to develop
a Stormwater Management Plan (SWMP)and Sediment Erosion Control Plan (SECP)for the
proposed Essence of Peregian development.
The SECP assessed the erosion hazard and risk based on the soil and topography of the
development site. The SECP provides information how to manage the erosion and off-site
export of soil from the development site, and a statement of the personnel responsible for
establishing and maintaining all erosion and sediment control measures.
The SWMP described the management of stormwater from the developed site and upslope
sources beyond the development area. The SWMP provided pre-development measurements
of water quality and soil parameters from the proposed development area, and computer model
outputs (MUSIC 4) that demonstrate compliance of the design stormwater quality with required
guideline standards. These standards were agreed at the Joint Experts Conference, and are
consistent with loads reductions required by the Queensland Water Quality Guidelines (DERM
2009).
Plans that describe the stormwater treatment train (Appendix A) and outputs from computer
modelling used to support the stormwater design (Appendix B) are appended. These plans
show the proposed site layout, the location of bioretention trenches, building areas, plumbing
layout, and the structure of bioretention trenches within the development area.
Procedures for maintaining stormwater treatment units (Appendix D) and implementing the
Sediment And Erosion Control Plan (Appenaix C; Appendix E) are enclosed with this plan.
These procedures describe how to control erosion, and miqjmise off-site exports of sediment
and nutrients from the proposed development area, during the construction and post-
construction phases. A plan for monitoring water quality to demonstrate compliance with water
.
quality objectives is included.
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Section 7
.
Contrast Constructions - Scanlon Property Group
Essence of Peregian
Stormwater Management Plan
Sediment and Erosion Control Plan
Table of Contents
1.0 INTRODUCTION .............................................................................................................
1
2.0 SITE LOCATION.............................................................................................................2
3.0 LOCAL ENVIRONMENT ................................................................................................3
3.1 Site Features..... ............................................................
...........................................
.......3
4.0 RECEIVING WATER QUALITY......................................................................................5
5.0 SOILS INFORMATION ...................................................................................................6
6.0 STORMWATER MANAGEMENT PLAN ........................................................................8
6.1 Management of Stormwater.. ................................................................
..........................9
6.1.1 Roof Water capture ..................................................................................................9
6.1.2 Vegetated Buffers..................................................................................................... 9
6.1.3 Bio-retention Trenches .............................................................................................9
6.1.4
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Existing Heath Wetland ......!............:......:,...
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6.2 Proposed Treatment Train ........................................:.:........:........................................10
,
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6.2.1 Stage 1 -
Southern Section (Only).........................!..~ .
’.......................................10
j,
........................................10
6.2.2 Stage 2 & 3.......................................................:;,(::~.
6.3 Modelling of the Stormwater Treatment Train ............>.-.>....~,....................................... 11
.
’
,
6.3.1 Existing Development................................................L.:..~..................................... 11
..., I :’
6.3.2 Stage 1 Modelling......................).. ’.................).:"...,.;.....................................11
....’ r
i
6.3.3 Full DevelopmenLModelling ....::..::.......................:.;.......’:.......................................12
7.0 LONG TERM MAINTENANCE OF STORMWATER MANAGEMENT FACILITIES ....13
8.0 SEDIMENT AND EROSION CONTROL PLAN............................................................14
9.0 INSTALLATION SEQUENCE.......................................................................................16
10.0 ENVIRONMENTAL IMPACT ASSESSMENT ..............................................................17
11.0 MONITORING AND EVALUATION OF WATER QUALITY AGAINST TARGETS......19
11.1 Water Quality Monitoring During Construction... .......................................................
....20
11.2 Water Quality Monitoring During Routine Operation of the Essence of Peregian ...21
......
12.0 CONDITIONS AND LIMITATIONS ...............................................................................22
13.0 COMPLIANCE CERTIFICATE .....................................................................................23
14.0 REFERENCES..............................................................................................................24
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Section 8
r
.
APPENDICES
APPENDIX A LAYOUT DRAWINGS
APPENDIX 8 MUSIC MODELLING
APPENDIX C SEDIMENT AND EROSION CONTROL PLAN DAILY CHECKLIST
APPENDIX 0 LONG TERM MAINTENANCE OF STORMWATER MANAGEMETN
FACILITIES
APPENDIX E SEDIMENT AND EROSION MANAGAEMENT PLAN
APPENDIX F SOIL AND WATER QUALITY SAMPLING MAP
APPENDIX G ACID SULPHATE SOIL MANAGEMENT PLAN
TABLE OF FIGURES
Figure 1: General Location of the Proposed Development ...................................................................2
LIST OF TABLES
Table 3-1: Water Quality Design Objectives for Loads Reductions ......................................................3
Table 4-1: Water Quality Measured in the Heath Wetland of the Existing Caravan Park Site.............5
Table 5-1: The Quality of Su ace Soil Measured in the Undeveloped Site ..........................................6
Table 5-2: The Quality of Su ace Soil Measured ’in the Undeveloped Site ..........................................7
Table 6-1: Drawing List........................~......................................................................................................8
Table 6-2: MUSIC Model Results -
Undeveloped Site.............................:............................................. 11
Table 6-3: MUSIC Model Results -
Stage 1 Site..................................................................................... 12
Table 6-4: MUSIC Model Results -
Fully Developed Site...................................................................... 12
Table 7-1: Management Actions of the Essence’of Peregian Stormwater Management Plan .........
13
Table 8-1: Factors Contributing to Erosion Hazard..................................~........................................... 14
Table 8-2: Sediment and Erosi n Control for Construction of the Essence of Peregian.................15
, ’.;.
Table 9-1: Installation Sequence for the Essence of Peregian Development.................................... 16
Table 10-1: Site Details ofthe Essence of Peregian Development.....................................................17
Table 10-2: Dimensions of Rainwater Tanks and WSUD Deemed to Comply Solutions.................. 18
Table 11-1: Summary of Test Methods for Ambient Su ace Waters .................................................
19
Table 11-2: Location of Water Quality Monitoring at the Essence of Peregian Site .........................
20
Table 11-3: Monitoring Schedule for the Construction and Operational Development.................... 21
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Section 9
~
.
1.0 INTRODUCTION
Simmonds and Bristow have been commissioned by Contrast Constructions and the Scanlon
Property Group Pty Ltd to develop a Stormwater Management Plan (SWMP)and Sediment &
Erosion Control Plan (SECP)for their re-development of the Peregian Caravan Park as the
Essence of Peregian.
The plans describe two development phases; the construction phase when building activity
disturbs the ground surface, which is described by the SECP, and the maintenance phase when
the development is fully built and operational is described by the SWMP. In addition, the
development will be constructed in three construction stages, with the stormwater infrastructure
being installed in two stages. A portion installed at ’Stage l’ to reflect the reduced development
installed at that stage, with the remainder of the stormwater management infrastructure installed
during stage 2 construction (for stages 2 and 3).
The intent of the plans is to protect the environmental values of receiving waters by minimising
the hydraulic disturbance and the load of contaminants in run-off from the development site.
The SECP develops an erosion hazard and risk assessment based on the soil and topography
of the development site. This plan identifies the environmental values of the receiving water
body, and any potential consequences~that erosion of the development site might have on the
receiving water body. The SECP tncludes irlformation on how to manage the erosion and off-
site export of soil from the deveIOPtnent\site, I
and a statement of the personnel responsible for
establishing and maintaining all erosion ahd sediment control measures.
The SWMP describes a treatment train,deSign to manage stormwater from the site, which
includes overland flow across the site from upslope sources. The SWMP is based on
assessments and MUSIC computer modelling of likely changes to annual stormwater sediment
and nutrient loads from the proposed development. The plan also provides information on
managing the stormwater treatment train, and a statement of the personnel responsible for this
management.
The plans are prepared in accordance with the Queensland Best Practice Environmental
Management Guidelines 2009. References were also made to other guidelines:
. Introductory Erosion and Sediment Control Guidelines for Queensland Councils;
. IECA Best Practice Sediment and Erosion Control;
. Erosion & Sediment Control: A decade of lessons learnt; and
.
Controlling stormwater pollution on your building site.
This report directly follows from the conceptual SWMP and SECP report (J-0906-226: Essence
of Peregian: Stormwater Management Plan; Sediment and Erosion Control Pian). The
conceptual SWP was modified by removing some, and modifying others, of the process units
from the stormwater treatment train as follows:
.
Converting swales to hydraulic conduits and changing roof areas;
.
Vegetation in the bio-retention trenches changed from wetland plants to grass;
. Consolidation of Northern and Mid section bio-retention trenches
. Removal of the constructed wetlands.
The outcome was that suitable water quality could still be achieved with the modified treatment
system.
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Section 10
.
This report develops from the earlier conceptual report (J-0906-226) by adjusting maintenance
procedures to address the indicated changes. This report describes the SWMP, SECP,
Environmental Impact Assessment based on model results, and a water quality monitoring
program. This report also retains information presented in the conceptual report (J-0906-226)
about the site location, local environment, site features, overland flows, and soils.
2.0 SITE LOCATION
The development will be called "Essence of Peregian", and will be sited on Lots 8, 9 and 10 on
P 9315 and Lot 76 on MCH 2969, Parish of Weyba, County of March (Figure 1). These
allotments are collectively located at 215-219 David Low Way, Peregian Beach, with vehicle
being from an unnamed road that runs off David Low Way. The site is 23,131
access to the site
m2 in area. development proposal is for 2 accommodation buildings containing 32
The
Apartments, plus 30 beach shacks, and a commercial building containing, a retail/restaurant
area on ground level and an accommodation module on Level 1.
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Section 11
..
3.0 LOCAL ENVIRONMENT
The site is presently developed as a caravan park (the Peregian Beach Caravan Park) in the
Eastern Beaches Locality of the Noosa Shire Council planning scheme. The site is about 200m
west of the coastline on the western edge of the Peregian Beach village (Figure 1). Land uses
in the Peregian Beach Village area surrounding the proposed development site includes retail
and businesses, sporting facilities, a kindergarten, and the Noosa National Park.
The topography has an average grade of 3.6% (Brown Consulting, 2007) that slopes in a
westerly direction from the retail and business area on the east of the proposed development
site, across the site and towards the Noosa National Park. Visual inspection indicated that land
on the northern and southern boundaries slopes away from the proposed development site.
Therefore stormwater will not enter or leave the site in a northern or southern direction, but will
flow in a westerly direction from the upslope retail and business area, across the development,
and into a wetland buffer on the edge of the Noosa National Park.
About two thirds of the existing site is cleared for caravans and camping, and consists of mown
grass under a light canopy of Broad-leaved Paperbark (Melaleuca quinquenerva). Down-slope
of the cleared caravan park area is a densely grown strip of highly disturbed vegetation that
includes native and exotic species. Remnant native wet-heath vegetation grows along the
western boundary as an the National Park (Natural Solutions, 2007). The
extension1of. Nopsa
wet heath is the receiving
environm;nt for sto[mwate~runoff.
’
I
For this development it was proposed that the treatment train cOfply with the Water Quality
Objectives for loads reductions required by..the Queensland Water Quality Guidelines (DERM
2009) (Table 3-1). The loads reductions wate~quality design objectives are important because
stormwater flow is intermittent, with most’exportlof sediment and, nutrients occurring during a
few short rainfall events each year. Manag~Q1ent’’needs to cover those few rainfall events, and
design objectives for annual load reductions modate for h~gh events.
jCcon
Table 3-1: Water Quality Desigr;’l Objectives,for Loads Reductions
s~ormwater-flow
Indicator Water Quality Objectives
Suspended Solids ~~ . ------...----_. 80% reduction
Total Phosphorus 60 % reduction
Total Nitrogen 45 % reduction
3.1 Site Features
The planned development seeks to change the use of the site from a caravan park to
visitor accommodation (apartments and beach shacks), with commercial, retail and
restaurant uses. The proposal includes two (2)accommodation buildings and thirty (30)
beach shacks with two (2), three (3)or (4)four bedrooms. The commercial development
will face David Low Way, and will provide a street level frontage of retailing and
restaurant services, with an accommodation module on the upper level of the building.
The proposal includes 140 car parking spaces and 8 motor cycle bays across the site,
which are located under the accommodation and commercial buildings.
Features of the apartments will be utilisation of aspect (passive solar access, natural
ventilation ofbuildings), topography (stormwater management), and existing native
vegetation. The resort will have a full-time site manager.
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Section 12
.’
The landscaping has been designed to maintain the unique natural context of the site,
which abuts the Noosa National Park. An ecological analysis of the natural buffers to
the wetlands adjacent to the national park has been conducted to protect the significant
habitats of the national park and to ensure that stormwater runoff is properly managed to
protect the ecological function of the wetland. Approximately one quarter of the
development site has been allocated for environmental buffering (between 16 and 60 m
in width), and weeds that presently exist in the buffer zone will be removed.
The intensity of stormwater flows will be mitigated by a water storage tanks for each
beach shack, and two (2) large underground water storage tanks for the apartment
accommodation buildings, and one (1) large underground water storage tank for the
commercial building. The captured water will be reused for non-potable domestic
purposes (laundry, toilets), or for irrigation of the gardens. Stormwater will also be
directed through a treatment train of Bio-retention Trenches to the existing wetland area
abutting the Noosa National Park. This treatment train is designed to achieve the water
quality objectives listed in and Table 3-1.
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Section 13
4.0 RECEIVING WATER QUALITY
Water quality in the existing heath wetland was measured by Simmonds and Bristow on the 10th
July 2009, after rainfall and a stormwater flow event, to describe the existing physical-chemical
and nutrient status of the receiving waters before the proposed Essence of Peregian
development. sample location map is shown in Appendix B. The existing water quality
A
parameters (Table 4-1) indicate that the water quality in the existing heath wetland was poor for
turbidity, suspended solids, total nitrogen and total phosphorus. Indicator concentrations that
exceed the guideline concentrations based on the level 2 environmental values associated with
the Noosa River: Environmental Values and Water Quality Objectives are highlighted in Table
4-1.
The Essence of Peregian Stormwater design will install water sensitive urban design features to
ensure that the quality of water entering the Noosa National Park is of better quality than that
currently discharged.
A map of the water quality sampling points has been included as Appendix F.
Table 4-1: Water Quality Measured in the Heath Wetland of the Existina Caravan Park Site
Water Quality Indicator QWQG WS01 WS02 WS03 WS04 WS05 WS06
,
250 290 470 200 180 230
Conductivity -
on site (IlS / cm)
,
pH -
on site* \5 7’- 6.4 6.7 7.1 6.4 6.4 6.0
Ammonia as N (mg/ L) 0~Q2 0.050 0.25 0.22 0.13 0.054 0.046
"’
..,
Nitrate as N (mg/ L) NA 0.0’1 0.04 0.06 0.04 0.01 0.04
~
’.
Nitrate + Nitrite as N (mg/ L) 0.06 0.02 0.05 0.07 0.05 0.02 0.04
.
,
Nitrite as N (mg/L) NA b.007 0.007 0.006 0.007 0.006 0.004
Total Nitrogen as N (mg/L) ..0..5 11 31 43 9.7’ 11 0.7
Total Phosphorus as P (mg/ L) 0.05 1.4 3.8 2.7 2.0 2.0 0.41
Orthophosphate as P (mg/ L) 0.02 0.12 0.10 0.13 0.16 0.15 0.094
Colour - True 0.45 11m (Pt-Co units) NA 110 120 130 140 120 87
Faecal Coliforms (CFU / 100 mL) 160 16,200 1,120 1,800 720 <10
Suspended Solids (mg/ L) 6 720 2500 900 1000 1200 26
Turbidity -
Raw (NTU) 50 280 420 460 510 380 20
Experts Conference Indicated that the low pH water quality objective IS SUitable on the baSIS of the
*
JOint
wallum/tannin stained character of the receiving waters.
QWQG = Queensland Water Quality Guidelines.
Water quality indicators that exceed the environmental values have bold font and shaded background.
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Section 14
5.0 SOILS INFORMATION
Soils testing undertaken by Butler Partners (2007)involved six (6)bores drilled to depths of 2.5
meters from across the site. Surface soils were described as fill (silty sand with sub-angular
gravel) over most of the development (particularly the lower slopes), with some silty sand
observed near the eastern margin. The depth of surface fill was 0.8m on the lowest slopes, and
was about 0.2m further upslope.
Soil under the surface fill was described as dark grey-brown silty clay or silty sand on the lowest
slopes (under the thick layer of surface fill), or light grey-grown fine sand under the 0.2m of fill
further upslope. The soil texture described by these tests were used to assess the soil erosion
hazard for the SECP by an Erosion Hazard Assessment Form (Queensland Best Practice
Environmental Management Guidelines 2009).
Butler and Partners (2007)identified acid sulphate soils at isolated locations, which will require
management and treatment to neutralise any net acidity if the soils are disturbed. The affected
soils are the dark grey-brown silty clay under the 0.8 m of fill adjacent to the wetland heath on
the western margin of the development site. Butler and Partners developed a draft Acid
Sulphate Soil Management Plan (appended in Butler and Partner, 2007). This report has been
included as Appendix G of this document. Any soil disturbance in the indentified area is to be
managed in accordance with the Butler & Partners ASS Management Plan.
The SECP does not propose the installation of sediment ponds to collect runoff from the
building site to avoid disturbing acid sulph te soil. Instead sediment fences have been
recommended, with filter socks at outlet points to remove suspended fine sediment from the
’ ,
overflow (Appendix D).
The Bioretention trenches to be installed ..,as part of the SMP are indented to be installed
primarily into the fill layer being applied to the,area, with minimal further excavation to a depth of
2.5mRL being expected to accommodate the ;gravel layer. The Butler & Partners report (2007)
indicates that potential acid sulphate soils ex_ist at, a depth of approximately 2.3mRL under the
area of the site intended to situate the /Bioretention Trenches. While the likelihood of
disturbance of Acid Sulphate Soils is minimal; an Acid Sulphate Soil Management Plan
(ASSMP)has been developed, by Butler & Partners and is inCluded in the report in Appendix G.
Ii:
Soil tests were also undertaken by Simmonds and Bristow on the 10th July 2009. Eleven
samples of surface soils (0 100 mm) were collected across the site area, from the road to the
-
edge of the field (refer to sample location map in Appendix B). The soils were analysed for
Loss on Ignition, Total Nitrogen, Total Phosphorus, pH, and Electrical Conductivity (Table 5-1).
These soils were slightly to strongly acidic, which lessens the availability of soil nutrients
available to plants. The soils had inherently low total nitrogen concentrations, and very low soil
salinity, based on these data.
Table 5-1: The Quality of Surface Soil Measured in the Undeveloped Site
,
Soil Quality Indicator SS2 SS3 SS4 SS5 SS6 SS7
Conductivity (1:5 soil: water extract) ()lS/cm) 76 23 26 19 32 29
Loss on Ignition at 4500C (%) 2.4 1.6 1.6 1.7 3.7 2.2
pH (1:5 soil: water extract) 6.6 5.6 5.4 5.4 5.6 5.5
Total Nitrogen as N (mg/kg) 4700 3600 3600 6900 5700 4200
Total Phosphorus as P (mg/kg) 1000 1100 580 1100 710 700
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Section 15
.-"+...,,n’’’’
.’
Table 5-2: The Quality of Surface Soil Measured in the Undeveloped Site
Soil Quality Indicator SS8 SS9 SS10 SS11 SS12
Conductivity (1:5 soil: water extract) (f.lS/cm) 97 28 49 80 53
Loss on Ignition at 4500C (%) 3.2 2.9 3.1 3.1 2.5
pH (1:5 soil: water extract) 5.2 5.6 5.7 6.0 6.4
Total Nitrogen as N (mg/kg) 9000 5100 3900 5900 2900
Total Phosphorus as P (mg/kg) 840 720 1300 1100 1700
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Section 16
6.0 STORMWATER MANAGEMENT PLAN
The attached plans in Appendix A show the location of key features of the Essence of Peregian
SWMP, and the proposed control measures to manage stormwater across the developed site.
A list of these plans is provided in Table 6-1.
Table 61 Drawlng L.
-
.
ISt
’" ’.~. "
l i’,
,~’ -
Drawing No ’Rev No Date ..,i>
’"
r’ Title
’:~:
1105-155C-01-01 A Dec 2011 Site Layout
C Jan 2012
Proposed Stormwater Treatment Device
11 05-155C-01-02
Details & Lavout
11 05-155C-01-03 C Dec 2011
Proposed Pipe Routing and Catchment
Areas
Bio-Retention Trench Layout and
11 05-155C-01-04 C Jan 2012
Construction Details
Bio-retention Trench Cross-Section and
11 05-155C-01-05 C Jan 2012
Construction Details
11 05-155C-01-06 A Jan 2012
Proposed Stormwater Treatment Train
Details
Erosion and Sediment Control Plan
11 05-155C-01-07 A Dec 2011
(ESCP) Full Development
-
Erosion and Sediment Control Plan
11 05-155C-01-08 A Dec 2011
(ESCP) Stage 1 Development
-
The Site Location (Drawing 01) shows site boundaries of the Essence of Peregian in relation to
the Noosa National Park to the west, and urban development to the north, south and east.
\
The Essence of Peregian development will install water sensitive urban design features. These
features willcapture and hold stormwater In Rainwater Tanks and on the land, with held
rainwater being used for domestic p_urposes within the residential complex, or for irrigating the
gardens to ensure stable ground cover., Stable ground cover is’~n important feature of erosion
risk management. Overflow from the rainwater ’st rage tanks will be directed to the site bio-
retention trenches.
Stormwater will be piped directly into Bio-retention Trenches, (Drawing 03 & Drawing 04) which
are depression storages designed to impede water flow. These features will be installed within
fill platforms placed over the existing landscape. The beds will be installed at between 3.0 -
3.5m, which is above the 100 year ARI flood level identified for the nearby Lake Weyba (RL
2.05m AHD) (Brown,2007). After passing through the Bio-retention trenches, stormwater will
flow into the existing heath wetland on the site, (Drawing 05 & 06) which will act as a buffer to
the national park.
Overland flow will be diverted, via catch drains into the bio-retention trenches (Drawing 06), for
treatment.
The development site does not fall within the flood hazard area nominated by the Noosa
Council (Brown,2007). The stormwater treatment train is designed to accommodate the most
intense stormwater event encountered during a 5 year interval described by the ARI records
(202 mm/hour over a 5 minute period) (Australian Government, Bureau of Meteorology).
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Section 17
’.
6.1 Management of Stormwater
This sub-section describes the treatment train (Drawings 02 & 06) used to manage
stormwater flowing through the Essence of Peregian development. The treatment train
is designed to keep stormwater within the landscape of the proposed development site.
There are three treatment units in the design treatment train:
6.1.1 Roof Water capture
Guttering provides capture of the rainwater incident upon the roofs of the buildings
within the development. 100% of the roof guttering is connected to rainwater tanks,
which provide both rainwater storage for re-use within the development, and attenuation
of stormwater flows.
These tanks have been sized in line with MP-4.3 of the Queensland Building Code to
meet water savings targets, and sized are as follows
. Beach Shacks: 3 kL
. Building A: 100 kL
.
Building B: 100 kL
. Hotel/Commercial Area: 100k L
These tanks are to be provided with appropriate inlet arrangements, including first-flush
diverters. Overflow of the tanks are to be ~connectecl to the Bioretention trenches for
treatment before release to the r~ceivi(lg environment.
~ - .
I
1’1
6.1.2 Vegetated Buffers "
’f>.
Vegetated buffers provide stable grounocover,
"
thereby minimising the erosion potential
of the landscape surface. Vegetation includes grassed surfaces and deep rooted
vegetation. Energy from rainfall is di’S.sipated over a broad, stable surface, and shallow
sheet-flow of accumulated
stormwate~ is slowed by the rough surface provided by the
vegetation. The soil binding capacity of the plant roots, and the capacity of the plants to
assimilate nutrients from infiltration....water, provides the first step of the treatment train.
Stormwater flows from the vegetated buffers into Bio-retention devices.
6.1.3 Bio-retention Trenches
The Bio-retention Trenches are generally dry, but during a stormwater flow the trenches
may contain accumulated water to a depth of 200 mm, and 150 mm shortly thereafter
when the trench is dewatering.
Flow out of the Bio-retention Trenches is underground, with filtered water percolating
through the base of the retention trench, through a gravel layer to the surrounding soil.
Flow out of the Bio-retention Trenches during high flow will be via rock weirs. Maximum
flow depths over the weir crests in the 100 year local runoff event are estimated to be
less than 25 mm. Outflow is towards the existing Heath Wetland.
Overland sheet-flow for the majority of the development is to be piped from stormwater
collection pits to the bio-retention trench. For the periphery, where it is not possible to
use stormwater collection pits, an interceptor drain, essentially a grassed swale, will be
used to capture and divert incident stormwater to the bio-retention trenches for
treatment.
Pipe and swale entrances to the bio-retention trenches are to use rock basins and
energy diffuser arrays to protect against scouring (drawing 04 & 05).
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Section 18
~
6.1.4 Existing Heath Wetland
The existing wet heath wetland is to act as a buffer to the Noosa National Park. The
Wetland System provides an ecological buffer to pest flora entering the Noosa National
Park.
6.2 Proposed Treatment Train
This sub-section describes the proposed treatment train for stormwater management
associated with the operating phase of the developed site. The development is
proposed to be completed in 3 stages. Specific stormwater control will be instated for
Stage 1 only, with the remainder of the stormwater devices being installed at Stage 2 for
both the Stage 2 and Stage 3 development.
The treatment units include Rainwater Tanks, Vegetation Buffers, Bioretention Trenches
and include the environmental buffering provided by the existing Heath Wetland system
for assimilation of stormwater into the receiving environment. The treatment train
sequence is shown in Appendix B as follows:
6.2.1 Stage 1 - Southern Section (Only)
Southern Section
1. Direction of flow from the Commercial area (restaurant roof, tank) into Bio-retention
’
C1a.
2. Dire~tion of flow from the offsite commercial area, ar-park and on-site commercial
area (restaurant podium) into Bio’::~tention C1a
3. Direction of sheet flow from th~ ~outhern catchment (the "South balance@ into Bio-
retention C1 b; ...
4. Direction of flow from shacks (ro s, tanks) into Bio-retention C1 b;
5. Direction of flow from bio-retention C1a to bio-retention C1b;
6. Direction of flow from Bio-retentio~ C 1 b into Heath Wetland;
7. Capture of sheet-fow from the northern and mid catchments using a Swale or catch
drain, directed to Bio-retention"C1b .il
t’
_,p~_i""’..._
,- _.~_""~.......,.,.,,!;,,,i;t~!
6.2.2 Stage 2 & 3
Northern Section
1. Direction of flow from the North balance into the Bio-retention A 1;
2. Direction of flow from the roof and rainwater tank of Building A into Bio-retention A 1;
3. Direction of flow from shacks (roofs,tanks) in the north section into Bio-retention A 1;
and
4. Direction of flow from the Bio-retention A 1 north trench into the Heath Wetland
Mid section
1. Direction of flow from the Mid balance into the Bio-retention B 1;
2. Direction of flow from the roof and rainwater tank of Building B into Bio-retention B1;
3. Direction of flow from shacks (roofs,tanks) in the mid section into Bio-retention B1.
4. Direction of flow from the Bio-retention B1 mid trench into the Heath Wetland;
Stormwater that has passed through all these treatment units enters the receiving node
(Appendix B). The design stormwater quality passing through the treatment units, as
well as into the receiving node, for each stage of development, was modelled using
MUSIC Version 4.
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Section 19
.
Southern Section
1) As per stage 1, without the swale for the capture of sheet-flow from the northern
catchment areas
6.3 Modelling of the Stormwater Treatment Train
Version 4 of the Model for Urban Stormwater Improvement Conceptualisation (MUSIC
v4) has been utilised to predict the performance of the proposed stormwater treatment
train. The use of Version 4 of the MUSIC model has been maintained due to the timing
of the submission of the original application (prior to the release of Music V5). Modelling
for both Stage 1 only and the complete development has been conducted to ensure that
the proposed treatment system will be effective at all stages.
Music model parameters have been developed and agreed to by the stormwater experts
(David Bristow and Neil Collins) as part of the Planning and Environment court appeal
(Appeal No: 2587 of 2008) concerning the development.
In addition to load reduction predictions a ’no worsening’ case has been applied,
comparing the predicted discharge from the undeveloped site with the development
stages.
6.3.1 Existing Development ’~----."’~
The site is presently developed as a caravan~park (the Peregian Beach Caravan Park),
with approximately two thirds of, the existing site "Qeing
cleared for caravans and
camping, consisting of mown grass, urder a light canopy of Broad-leaved Paperbark
(Me/aleuca quinquenerva). ,
Land uses in the Peregian Beach Village area surrounding the proposed development
site includes retail and businesses, facilities, a kindergarten, and the Noosa
~portiljlg
National Park. I
There is currently no stormwater qualityl’improvement’ or treatment devices installed at
the existing caravan park. Modelling has been conducted to provide a baseline to allow
the comparison of the performance on aevelop {’"stormwater system to the existing
case. The stormwater system must achieve both the quality objectives in Table 3-1 and
a ’no worsening’ of pollutant loads on the national park.
Table 6-2: MUSIC Model Results -
Undeveloped Site
Water Quality Indicator Result
Estimated long-term load (kg/year) % reduction Load (kg/year)
Suspended Solids 0 2170
Total Phosphorus 0 5.1
Total Nitrogen 0 30
6.3.2 Stage 1 Modelling
Results of MUSIC modelling showed that there will be no net increase in stormwater
Loads of sediment, total nitrogen and total phosphorus will be
runoff from the site.
substantially removed from stormwater before entering the Noosa National Park
(Appendix B).
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Section 20
.’ ,
Modelling for the Stage 1 development predicted a 15% reduction in stormwater entering
Noosa National Park, from 13.1 MLlyear to 11.1 MLlyear. The annual load of total
suspended solids from the existing site (the caravan park) was predicted to be
approximately 2500 kg/year, whereas the annual load from stage 1 of the developed site
is reduced to 77 kg/year (Appendix B). Likewise, annual loads for total nitrogen reduce
from 34 kg/year to 18.1 kg/year and the annual load for total phosphorus reduces from
5.9kg/year to 1.81 kg/year (Appendix B).
Water Quality predictions from the MUSIC model (Appendix B) indicate that
contributions of total suspended solids, nitrogen and phosphorus in treated stormwater
from the Stage 1 developed site (Table 6-3) comply with the required water quality
objectives (Table 3-1) and are not worse than the existing case (Table 6-2).
Table 6-3 MUSIC M odeI ResuIts - Stage 1 S.t
I e
,;i
,
Water Quality Indicator Result
Estimated long-term load (kg/year) % reduction Load (kg/year)
Suspended Solids 77 567
Total Phosphorus 69 1.81
Total Nitrogen 46 18.1
6.3.3 Full Development Modelling t~
,’. t: ~’j
Results of MUSIC modelling showed that there will be no net increase in stormwater
Loads of sediment, total nitrogen and total phosphorus will be
runoff from the site.
substantially removed from stormwater before entering the Noosa National Park
(Appendix B).
Modelling for the fully developed site.predicted a 30 reduction in stormwater entering
Noosa National Park, from 19 MLlyear to 13.3 MLlyear. ’The annual load of total
suspended solids from the existil)g site (the caravan park) was predicted to be
approximately 2500 kg/year, whereas the annual load from the fully developed site is
451 kg/year (Appendix B). Likewise, the annual load for total nitrogen reduces from 34
kg/year to 20 kg/year and the annuan ad for tot l phosphorus reduces from 5.9kg/year
to 1.8 kg/year (Appendix B).
Water Quality predictions from the MUSIC model (Appendix B) indicate that
contributions of total suspended solids, nitrogen and phosphorus in treated stormwater
from the developed site (Table 6-4) comply with the required water quality objectives
(Table 3-1) and are not worse than the existing case (Table 6-2).
Table 6-4 MUSIC ModeI Results - FuIIIy Developed Site
.
"
Water Q ality Indicator Result’
Estimated long-term load (kg/year) % reduction Load (kg/year)
Suspended Solids 88 451
Total Phosphorus 79 1.79
Total Nitrogen 56 20.3
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Section 21
.
I
7.0 LONG TERM MAINTENANCE OF STORMWATER MANAGEMENT FACILITIES
Management actions for keeping the treatment train in working order are listed in Table 7-1, and
are described in detail in Appendix D. The maintenance actions required do not vary between
Stage 1 and the ultimate development. Management of stormwater during the construction
phase will be covered by the Sediment and Erosion Control Plan.
.
Ta ble 71 M anagement A ctlons 0f the Essence 0fPere~lIan Stormwater Management Plan
-
.
Management Description
Action
EP-SMP-01
Maintaining the 3kL rainwater tank volumes associated with each beach
shack
Maintaining the 100kL underground rainwater tanks associated with the
EP-SMP-02
ornamental garden irrigation scheme
EP-SMP-03 Maintaining the vegetated buffer zones
EP-SMP-04 Irrigating the ornamental gardens
EP-SMP-05 Maintaining Swales or Catch Drains
EP-SMP-06 Maintaining the bio-retention trenches
EP-SMP-07 Maintaining the pipe infrastructure ~ ....._
I
A
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Section 22
. ,
8.0 SEDIMENT AND EROSION CONTROL PLAN
The Noosa River: Environmental Values and Water Quality Objectives state that the
environmental values associated with the Noosa River Wetlands include aquatic ecosystem
protection, and cultural and spiritual values. Because Noosa National Park is a protected area,
these values require a high level of protection (level 1 protection).
However the wetland adjacent to Noosa National Park is a disturbed ecosystem, as indicated
by measured water quality parameters (Table 4-1). The existing caravan park development
appears to be placing pressures on this wetland. The treatment train built for the proposed
Essence of Peregian development is designed to improve the quality of water entering the
wetland, and therefore, the water quality of the wetland. The target water quality objectives of
stormwater entering the wetland are listed in Table 3-1.
During the construction of the Essence of Peregian development, there is a hazard that
disturbed soil might be carried into the wetland by stormwater. In particular, fine sediment
mobilised by stormwater will potentially carry nutrients into the wetland. The likely consequence
of this is increased nutrient availability to weeds, with potential negative consequences for the
adjacent Noosa National Park ecosystem.
Assessment of the Queensland Best Practice Environmental Management Guidelines (DERM,
2009) checklist (Table 8-1), shows that overall there is a high erosion hazard for this site. This
hazard is directly affected by soil type (particularly imported,’fiII on lower slopes), the need to
reshape the ground surface to install structwes, and the anticipated duration of site disturbance
being 3 to 6 months. The hazard is greater during the wet season between November and July
when the average monthly rainfall is expected to be above 100 mm.
.,
Table 81 Factors Cont’b mg t0 Eroslon. Hazard
rl uf
.
-
.
Erosion Hazard Assessment Form
Controlling Factor Points" Score
..
.;
Average Slope of Whole Site ~: .,
;k~; i’~ ~’l’"’~;J 11f’!:1 -/ 1
~
.~
Soil type being disturbed ,~ ~’
~..
20r’5 30r6
Anticipated duration of site disturbance 5 8 or 11
Erosive rainfall risk during site disturbance 1 between Aug -
Oct;
9 or up to 13
2 between Nov -
Jul.
Off-site sediment control (downslope of soil
0 9 or up to 13
disturbance)
Run-off entering the site 0 9 or up to 13
Extent of site disturbance 2 11 or up to 15
Total Score 11-15 High Erosion Risk
By implementing sediment and erosion controls, it is possible to moderate the erosion hazard.
This includes protective covering of disturbed soils (particularly on erosion prone parts of the
landscape, and when rain is expected), scheduling work to avoid the highest rainfall risk period,
installing upslope diversion of runoff away from soil disturbance, and installing purpose built
sediment control traps down-slope of the soil disturbance.
The SECP has identified construction site best practices for managing sediment erosion and
control. A daily site check-list will be used to ensure that building contractors are cognizant of
and performing the required management actions. This check-list is attached in Appendix C.
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Section 23
,
.
The SECP also coordinates stormwater management with construction milestones, for effective
implementation of sediment erosion and control measures during the construction phase.
The plan layout of the SECP in the proposed development area is shown in Drawings 1108-
155C-01-07 and 11 08-055C-01-08 (Appendix E), which shows where erosion management
structures need to be placed during construction activities. Slope-related erosion hazard areas
within the development site were identified from the topographic map (Drawing J-1 005-31 0-09
in Appendix C), and represent control points within the construction site where particular care
will be needed. The management actions for controlling erosion of the site, and movement of
sediment and nutrients from the site, are described in Table 8-2. The detail management plans
for sediment and erosion control are described in Appendix E.
Table 8-2: Sediment and Erosion Control for Construction of the Essence of Pere ian
Management Action Description J.::
EP-SECP-01 Up-slope stormwater flow diversion.
EP-SECP-02 Site entry and exit points.
EP-SECP-03 Designated on-site stockpiles and waste receptacles.
EP-SECP-04 Down slope sediment controls.
EP-SECP-05 Maintaining ground cover.
’;
,PJ
.r~ ~"
.\
l
l.,
.~"-""""--__!!.-~
.
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11: l
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u
)
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".. \
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) .~
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~ y ~~~
-<M_. """
"" iC.......,."""_..".....-..-~._~riilrl,r.;-
.1
,r~~ ~,_~
,,’r.Y,\
"._,;,;,,::_.
~
~..~:)~.~
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Section 24
. ’
9.0 INSTALLATION SEQUENCE
The installation sequence refers to implementation of the sediment and erosion controls during
construction. The installation sequence described in Table 9-1 includes management actions
detailed in EP-SECP-01 to -05 (Appendix D).
atlon Sequence for the Essence 0fPereglan Deve opment
Table 91 I nstaII.
-
Item Drawing Installed Removed
Mark out initial limits of
Appendix D Before site disturbance.
disturbance
Install upslope flow
diversions around area of
After surface ground
disturbance, and down- Appendix D Before site disturbance.
cover is established.
slope sediment control
points
Install access point on un-
named road off David Low Appendix D Initiation of the project
Way
Clear access track Appendix D Before installing site office.
Clear stockpile area Appendix D Before installing site office.
_, - ~ ...
Install site office Appendix D Before building activity.
Install waste areas and
After building activity
stockpile sediment and Appendix D " Before building activity.
is complete.
erosion controls.
After flow diversions,
sediment control .
1
Building activity. Appendix D "structures, access track,
stockpile are~, and site
".R....~..,._-’
",J
._~’"
office-have’been installed.
r,’ 0"
.’1" ’~~ Re-establish ground cover
Install surface ground in development sub-areas
Appendix D within 2 weeks after
cover (gardens)
disturbance.
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Section 25
" I
.
10.0 ENVIRONMENTAL IMPACT ASSESSMENT
The environmental impact of stormwater from the development was assessed using the
accepted solutions for managing stormwater quality in South East Queensland. The Water
Sensitive Urban Design Deemed to Comply Solutions for South East Queensland (henceforth
termed "the Solutions") outlines a seven step process for selecting and designing stormwater
management solutions, to achieve the stormwater management outcomes required by the
Department of Environment and Resource Management (DERM)(2009). The Solutions identify
acceptable solutions for "common" development scenarios to meet design objectives, which
are:
1)Stormwater Quality: Limiting the quantity of pollutants by adopting a best practices pollutant
load reduction approach, with consideration of the local climate.
2) Waterway Stability: Controlling the magnitude and duration of stormwater flows, to prevent
exacerbated in-stream erosion downstream of the development.
3) Frequent Flow: The hydraulic disturbance of in-stream ecosystems is similar to the pre-
development condition, which is achieved by capturing the initial portion of runoff from
impervious areas.
The proposed Peregian development will be in the Sunshine Coast Regional
Essence of
Council jurisdiction, which is in the North
Co~st climate-region of South East Queensland. The
proposed development type is resi~ential land use, with a scenario of residential development
greater than 2 lots up to 20 lots. The residential development scenario can include commercial
development of high-density, multiple dwelling buildings at’a scale of $; 12,500 m2. This
scenario applies to the "Essence of Peregian" development inclusive of the 6,970 m2
commercial node. ~
The site details of the Essence of Peregian ’Dev lopment are"presented on the annotated site
’<
details plan (Appendix C), and summarized in,Table 10-1.
,j,f
Table 10-1: Site Details oftt\e Ess,ence of Pe!egian Development
Site Detail Description
The average grade is 3.6%, with a preferred flow pathway from
Existing Topography east to west across the development.
Existing Drainage There are no significant existing drainages in the proposed
Characteristics development area.
Proposed Discharge Points A proposed stormwater drainage has been designed for this
and Invert Levels development (refer to plan drawings in Appendix A).
The surface and sub-surface soils of the proposed development
area include imported fill, silty-clay, silty-sand, and fine sand.
The surface soils are acidic, with low nitrogen concentration and
Soils
very low salinity. Acid sulphate soils may occur in the sub-
surface, but these soils will not be excavated or disturbed
because additional fill will be placed over them.
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Section 26
I
.
Development details (site layout, sub-catchments, conceptual earthworks and conceptual
drainage) are provided as plan drawings in Appendix A (drawing numbers 1108-155C-01-01 to
1108-155C-01-06). Specifications of the site layout (roof area, balance area) are given in
Appendix B. There are south, mid, and north sub-catchments (drawing J-1 005-31 0-06), each
with a design treatment train that flows toward the existing heath wetland and the receiving
node of the receiving waters next to therNoosa National Park.
The Solutions state minimum sizes of Rainwater Tanks and Bio-retention systems that are
required to meet the Queensland Development Code Mandatory Part 4.2 and 4.3, and the
stormwater quality objectives outlined in the Best Practice Environmental Guidelines -
Urban
Stormwater. The stated dimensions proposed for the Essence of Peregian development are
listed in Table 10-2.
.
I SoI utlons
Table 10-2: Dimensions 0fRainwater Tanks andWSUD Deemed to Comply
Deemed to Comply Deemed to Comply
I’
’"’"
"" ,
Development size ,
.J’
,,’
Solution Requirement
..
’.~’!; ,
\,
3 kL.
Old Development Code
Rainwater tank for 3 kL. per beach shack
MP 4.3 requires1.5 kL per
attached dwellings in the
2 x 100 kL = 200 kL (apartment
Sunshine Coast Regional required pedestal in
commercial buildings with buildings)
Council (North Coast)
a class 3 code (Le. motels 1 x 100kL = commercial building
region:
or boarding houses that
~-.~ ,A
.
unrelated people co-habit).
"’
"
Bio;retention A 1 (north) = 1.5 %
/- J,;’
’"
J ’
Bio-retention B1 (Mid)= 1.5 %
Bio-retention System Filter
Media Area (%of 1.1 % 1
Bio-retention C1A (south)= 1.5 %
.1
catchment area): I
Bioretention C1 B (south)= 1.5%
t.)
.I
3~ l
, Total Bio-retention Area = 1 5%
"J
j
The Rainwater Tanks are sized app~opriately for the accommodation units (3 kL per beach
shack). The surface areas represented by the ’Bio-retention Trenches (1.5% of the catchment
area) complies the WSUD Deemed to Comply Solutions (1’:1 %).
It is possible to design a stormwater treatment train outside the prescribed parameters,
provided that the Best Practice Environmental Management Guidelines Urban Stormwater -
(DERM 2009) and the planning requirements of the assessment authority are followed. A
carefully designed stormwater treatment train has been proposed by the Stormwater
Management Plan, and has been supported by detailed MUSIC modelling (section 6.0).
In summary, the Environmental Impact Assessment indicated that the proposed Essence of
Peregian development will have negligible consequences resulting from total suspended solids,
total nitrogen and total phosphorus entering Noosa National Park. The treatment train for the
SWP has been designed to minimise the effects of rainfall and stormwater erosion of the
landscape, retain rainwater collected on roofs and hard surfaces for irrigation and domestic use,
and direct remaining overflow through Bio-retention Trenches.
Detailed MUSIC modelling identified that the proposed development will achieve the required
objectives (Appendix B). Suspended solids and total nutrients will be removed
water quality
early in the treatment sequence (Appendix B). It is predicted that the maximum concentrations
of pollutants in stormwater during extreme events (Appendix B) will be substantially less than
concentrations presently measured in stormwater entering the existing heath wetland from the
existing caravan park site (Table 4-1).
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Section 27
, .
11.0 MONITORING AND EVALUATION OF WATER QUALITY AGAINST TARGETS
A draft water quality monitoring program has been developed to measure the performance of
the proposed stormwater treatment. The objective of the monitoring program is to quantitatively
show whether or not the nominated water quality targets are being met.
The key water quality indicators are total suspended solids, total nitrogen, total phosphorus and
pH. Other relevant water quality parameters include microbiological parameters (faecal
coliforms, Escherichia COIl), chemical and physical parameters (dissolved oxygen, turbidity), and
herbicides if they are used within the development site. The following water quality indicators
are recommended (Table 11-1):
. Microbiological: Faecal coliforms, Escherichia coli
.
Physical: Biological Oxygen demand, dissolved oxygen, suspended solids, turbidity,
pH;
. Chemical: Total suspended solids, total nitrogen, total phosphorus; and
. Herbicides: If herbicides are used to control weeds on the development site, then
they should be included in the suite of water quality indicators.
-
.
lent Su rface Wt
Table 111 Summaryof Test M ethods for A m b.
.
aers
,.Sample Preparation
Parameter
Method
Sample Analysis Method
Heated persulphate
Nutrients -
total S~AL AQ2 discrete analyser
digestion- ~
.
E coli Membrane filtration l EC ~roth or EC-MUG medium
iI .
Faecal coliforms Membran~filtration M-FC Agar
...Membrane electrode in Wheaton
BODs Incubation
Bottles
Suspended solids Membrane filtra:tion I Gravimetric
,
J
Dissolved oxygen None ""
Membrane electrode
pH ..-.;t"-f’.:;-_
t
f.’
None
-
Membrane electrod~
, ,-
Turbidity None ~ Photometer
Herbicides Solvent extraction #GC/MS
#GCMS -
Gas Chromotograph/Mass Spectrometer
The existing spatial variation of key water quality indicators in the wetland adjacent to the
Noosa National Park, measured on the 10th July 2009 after a stormwater flow, was used to
identify the replication needed to represent water quality in the heath Wetland System and the
receiving node.
It is recommended that the water quality of the existing heath wetland is represented by 9
sampling points per sampling replicates). This sampling frequency will
event (Le. 9 spatial
accommodate the spatial variation of water quality measurements expected in the heath that
connects with Noosa National Park, and will quantitatively show the difference between the
average measured concentrations compared with the required target or guideline values.
The recommended sample points are indicated in Table 11-2, which lists the location of sample
points during the construction phase and the operational phase.
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Section 28
,.
.
Table 11-2: Location of Water Quality Monitoring at the Essence of Pereaian Site
Site Site No. Description
Heath -
Southern 1 Monitor quality of stormwater entering wetland from the
Bioretention Outlet Southern treatment train
Heath -
Southern 2 Replicate monitoring of stormwater quality entering
Bioretention Outlet wetland the Southern treatment train
Heath -
Mid 3 Monitor quality of stormwater entering wetland from the
Bioretention Outlet Mid treatment train
Heath -
Mid 4 Replicate monitoring of stormwater quality entering
Bioretention Outlet wetland from the Mid treatment train
Heath -
Northern 5 Monitor quality of stormwater entering wetland from the
Bioretention Outlet Northern treatment train
Heath -
Northern 6 Replicate monitoring of stormwater quality entering
Bioretention Outlet wetland from the Northern treatment train
7 Monitor quality of stormwater entering the receiving
Heath
waters
8 Replicate monitoring of stormwater quality entering the
Heath
receiving waters
9 Replicate monitoring of,stormwater quality entering the
Heath
receiving waters ’\
Construction Site 10 Monitor fainfall onto cons~ruction site
,
Inflow onto 11
Monitor qua ity of stormwater entering construction site
construction site
.
Inflow onto 12
Monitor quality of stormwater entering construction site
construction site .
c)’"
Outflow from 13
Monitor quality of stormwater exiting construction site
construction site
Outflow from 14,
Monitor quality of sformwater exiting construction site
construction site
Locations are as per the sampling map, included as Appendix F,
Monitoring needs to commence during the construction phase, and continue during the
operational phase.
11.1 Water Quality Monitoring During Construction
During construction, monthly monitoring for the parameters described in Table 11-1 is
recommended from sites 7 to 9 (Table 11-2). Additionally, it is recommended that the
suspended solids concentration of stormwater is measured at sites 10 to 14 during
stormwater events, with collection of four (4) stormwater samples flowing onto the
construction site, four (4) more stormwater samples flowing from the construction site
into the heath wetland, and a rain-gauge is installed on site to indicate the intensity of
rainfall during a stormwater event (Table 11-2).
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Section 29
.,
,
Inflow and outflow water needs to be collected as paired samples within a short time
frame, with each pair representing the same phase of stormwater activity. The volume
of stormwater generated in the catchment can be calculated by the area of catchment
and intensity of rainfall during the event. The proportionate change in the
the
suspended solids loads in stormwater flowing over the construction site will provide a
measure of the sediment being generated from the construction site.
Herbicide monitoring in stormwater entering and leaving the construction site should be
performed when applications are known to occur, rather than routinely. Some
herbicides have a short residence time, so arrangements may need to be made with the
laboratory for rapid courier service and turnaround time. The monitoring schedule is
listed in Table 11-3
11.2 Water Quality Monitoring During Routine Operation of the Essence of Peregian
Sampling should be performed at sites 1 to 9 (depending upon staging). The temporal
sampling frequency is recommended at monthly intervals for the first 12 months, with
quarterly sampling thereafter (Table 11-3). This temporal frequency is intended to show
the proportional improvement from the existing water quality condition in response to
improved stormwater management associated with the new development. Seasonal
variations can be identified from the quarterly samples. Herbicide monitoring is as
described for the construction phase.
Table 11-3: Monitorin ~ Schedule for the Construction and Operational Development
Site Site Site Site Site Site Site Site Site Site Site Site Site Site
Parameter
1 2 3 4 5 6 7 8 9 10 11 12 13 14
)’. .
"
Rainfall S
.
. . . . . . .
pH M M M M’ M M M M M’ .
. . . . . . . .
Dissolved M M M M’ M M M M M
oxygen
’ .
. . . . . . .
.
BODs M M M M’ M M M M M
. . . . . . . ".
Suspended M M M M’ M M M M M S S S S
r
Solids
. . . . . . . .
Total M M M M’ M M M M M
Nitrogen
. . . . . . . .
Total M M M M’ M M M M M
Phosphorus
. . . . . . . .
Herbicides M M M M’ M M M M M S S S S
. . . . . . . . .
Faecal M M M M M M M M M
coliforms
. . . . . . .
Enterococci M M M M’ M M M M M’
. . . . . . . .
Turbidity M M M M’ M M M M M
M _
monthly monltonng dunng construction and dunng the first two years of operation; quarterly mOnltonng dunng
the second year and thereafter,
S = Monitoring during stormwater flow events
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Section 30
,.
.
12.0 CONDITIONS AND LIMITATIONS
The data contained in this volume has been commissioned by Scanlon Property Group, Limited
on behalf of Thomco Pty Limited, to support a Development Application for Operational Works
associated with the development known as ’Essence of Peregian’ located at 215-219 David
Low Way, Peregian Beach.
In preparing this report, Simmonds and Bristow has, in part, relied on survey data, flood level
data, calculations and previous reports prepared by Council and external consultants to support
the original development application, and the preparation of Joint Experts Reports for the court
ordered mediation process associated with the preparation of the negotiated approval
conditions.
While reasonable precautions have been taken to validate the data provided before its
incorporation into modelling and design procedures, the absolute accuracy of such data cannot
be guaranteed with certainty and may vary over time as site conditions change. As such, it is
anticipated that minor changes may be required on site to allow the recommendations of this
plan to be implemented effectively.
Minor or temporary changes to accommodate on-site conditions during the construction phase
should be made in consultation with a suitably qualified and experienced professional engineer
or qualified sediment and erosion control specialist. ."
Any proposed permanent changes required to the layout, geometry, depth and/or volume of
bioretention trenches and/or wetland elements as a result;’of any site conditions that are
different to those assumed and modelled during design, shou’ld be referred back to the
designer, or to a suitably experienced and,qualified stormwater management consultant, and
resubmitted to Council for compliance re-certification and approval.
The Stormwater Management Report contained within this repbrt comprises of all constituent
parts of the report in full, including the text, calculation summary and appended drawings. If
additional copies of this repp,rt are required, separate sections or individual pages must not be
copied in isolation. Ii,
Except for archival and record keeping purposes, this report should not be copied and stored in
any electronic media or passed onto other parties without the express written permission of
Simmonds & Bristow.
No part of this report may be copied or used for any other purposes other than the purpose
stated in this report.
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Section 31
oJ’
.
13.0 COMPLIANCE CERTIFICATE
Simmonds & Bristow hereby certifies that the Stormwater Management Plan, as detailed within
this report, "Essence of Peregian, Stormwater Management Plan & Sediment & Erosion Plan,
Simmonds & Bristow, March 2012," (including the associated drawings listed and attached
herein 1108-155C-01-01 to 1108-155C-01-08), if implemented and maintained on site in
-
accordance with the detailed instructions set out for both the Operational and Construction
Phase of the development contained within the report, will result in compliance with the relevant
conditions of development consent, in particular:
Condition 61 "All stormwater drainage (including roof water overflow from the rainwater
-
storage system) shall be collected and discharged so there is no net increase in stormwater
runoff from the site. Stormwater drainage permitted to drain from the site shall e discharged via
existing and proposed drainage structures contained within the site, as detailed within the
Simmonds and Bristow report titled "Essence of Peregian Stormwater Management Plan,
Sediment and Erosion Control Plan" revision 3 dated 13 January 2012, except as modified by
these conditions. The maximum discharge of stormwater drainage allowable to Council’s kerb
& channel street drainage system at anyone location is 24 litres/second.
Condition 62 -
"A detailed Stormwater Management Plan and a Sediment and Erosion Control
Plan shall be prepared. This will generally be in accordance with Simmonds and Bristow report
titled "Essence of Peregian Stormwater Management Plan;--Sediment and Erosion Control Plan"
revision 3 dated 13 January 2012. IMUSIC modelling and "reporting shall be refined to
incorporate the final proposed desigrJ:
’"I
Condition 63 -
"Grease and Oil arrestors and/or stormwater duality improvement devices must
be incorporated into the design to treat all run-off prior to run~off exiting the premises. Grease
" ....
and Oil arrestors or stormwatrer quality improvement devices must be consistent with the
, ~
design and water quality objective requirements specified within the Simmonds and Bristow ~
report titled "Essence of Peregian Stormwater Management Plan, Sediment and Erosion
Control Plan" revision 3 dated 13 January 2012.
.J
Condition 63a "The proposed stormwater treatment system (including all bioretention
-
trenches) must be wholly located within land contained within Stage 2 and Stage 3 and must
not be located within the lands identified as Park/Environmental Reserve (Stage 1)
Condition 64 "A detailed maintenance plan shall be prepared for the proposed stormwater
-
management system, which shall be submitted to the council for approval prior to obtaining a
development permit for Operational Works.
This report and the certification included within it has been prepared for a specific location and a
specific development proposal, as described in this report. Any changes to the development
layout, sequencing, or the relative areas of pervious, impervious or roof areas made
subsequent to this certification shall render this certification void and an amended certification is
to be obtained.
Signed: Date: 26 March 2012
David Bristow MIEAust, CPENG, RPEQ
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Section 32
.’ 4"
14.0 REFERENCES
Australian and New Zealand Environment and Conservation Council (2000). Australian and
New Zealand Guidelines for fresh and marine water quality. Australian and New Zealand
Environment and Conservation Council, Agriculture and Resource Management Council of
Australia and New Zealand.
Brown Consulting (2007). Concept Stormwater Management Plan for Essence of Peregian at
David Low Way, Peregian Beach. Technical Report. 17pp.
Butler Partners (2007). Acid Sulfate Soils Assessment Residential Development 215-219 David
Low Way Peregian Beach.
Department of Environment and Resource Management (2009). Queensland Best Practice
Environmental Management Guidelines 2009. Queensland Department of Environment and
Resource Management Technical Report. 304pp.
Environmental Protection Agency (2007). Noosa River Environmental Values and Water
Quality Objectives. Basin No. 140 (part) Including Kin Kin Creek, Teewah coastal creeks, Lakes
Cooroibah, Cootharaba, Doonella and Weyba. Queensland Environmental Protection Agency
Technical Report. 35pp.
Grant Witheridge. Erosion and Sediment Control. A decade of lessons learnt. Catchments and
-
"
Creeks Pty Ltd unpublished seminar material.
Healthy Waterways. Controlling stormwater pollution on your building site. Information booklet
with factsheets.
Healthy Waterways (2006). Water Sensitve’;Ubran Dsesign Technical Design guidelines for
South East Queensland
Healthy Waterways (2009). Concept Design Guidelines for Water Sensitive Urban Design
Facility for Advancing Water Biofiltration (2009), Guidelines for Filter Media in Biofiltration
Systems V 3.01
Local Government Association of Queensland (2006). Introductory Erosion and Sediment
Control Guidelines for Queensland Councils. Technical Report.. 64pp.
Natural Solutions (2007). Ecological Assessment- 215-219 David Low Way, Peregian Beach.
Technical Report. 41pp.
SEQ Healthy Waterways Partnership (2009). Water Sensitive Urban Design Deemed to
Comply Solutions for South East Queensland. Technical Manual 74pp.
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Section 33
..."
.
APPENDIX-A:---- :t ’:...
.
11 ’I ’..
.
,
,’\,
"I , Jl:"~> _ .: "\
’’’:;~~_~E PLANS
’) )
List of Certified Plans Included: ....."’. (
1105-155C-01-01, Rev A, Dec 2011 Site Layout
-
1105-155C-01-02, Rev C, Dec 2011 -
Proposed Stormwater Treatment Device Details &
Layout
1105-155C-01-03, Rev C, Dec 2011 -
Proposed Pipe Routing &/Catchment Areas
1105-155C-01-04, Rev C, Dec 2011 -
Bioretention Trench Lay ut General Arrangement
1105-155C-01-05, Rev C, Dec 2011 -
Bioretnetion Trench Short Cross-Section and
Construction Details
1105-155C-01-06, Rev A, Dec 2011 -
Stormwater Management and Control Areas
Section 34
QflfTDUAU ...- _satllIU IllAWll T
SCANLON PROPERTY GROUP ESSENCE OF PEREGIAN
\
::::’:==~,Simmonds & Bristow Ply. Ltd. SITE LOCA TION
............L
. STORMWATER MANAGEMENT ~ ::...~..._....... WATBI&ENYRlNIoIENTALAIW.’i8TS &CONSI1.TN<<S
!.
PlAN
IITl.
TA
DJII
.._.......
l...........................
,.....,.,............. "Intm,IIIOW’.
’.IOXJIM~...41t4.wsJlAUl
’In".,..
,.........
-.....,............
Ii)
, IllAWll SlAM
FORINfORHATION
_..
110B-1SSC
M"
1108-155(-01-01
1lY.
A
.
Section 35
-I
BEACH SHACKS (EXAMPLE) FOR ALL SHACKS
-
100% OF ROOF AREA CONNECTED TO
3kL STORAGE TANKS WITH APPROPRIATE
INLET ARRANGEMENTS
BUILDING A
CATCH-DRAIN TO A 1 100% OF ROOF AREA CONNECTED TO
1 OOkL STORAGE TANK WITH APPROPRIATE
NORTHERN BIORETENTION TRENCH A 1
INLET ARRANGEMENTS
95m’ SURFACE AREA
SEE DWG 1108-155C-01-04
AND 1108-155C-01-05
FOR GENERAL DESIGN DETAILS
I
OFFSITE CATCHMENT
APPROXIMATE
DEDICATION LINE
CATCH-DRAIN TO A 1
BUILDING B
I
100% OF ROOF AREA CONNECTED TO
100kL STORAGE TANK WITH APPROPRIATE
INLET ARRANGEMENTS
CATCH-DRAIN TO 81
EXISTING I^T HEATH
I^TLAND
40 5C
MID BIORETENTION TRENCH B1
81m’SURFACE AREA
SEE DWG 1108-155C-01-04 HOTEUCOMMERCIAL AREA
AND 1108-155C-01-05 100% OF ROOF AREA CONNECTED TO
FOR GENERAL DESIGN DETAILS 100kL STORAGE TANK WITH APPROPRIATE
INLET ARRANGEMENTS
\
CATCH-DRAIN TO B1
APPROXIMATE
BOUNDARY TO
NATIONAL PARK \
~~C\-DF
"~’’’’’.
SOUTHERN BIORETENTION TRENCH C1 b
74m’ SURFACE AREA
FLOW FROM OFF-SITE
SEE DWG 11 08-155C-01-04
AREA DIRECTED TO
AND 1108-155C-01-05
C1A BIORETENTION Trench
FOR GENERAL DESIGN DETAILS
I I
\
CATCH-DRAIN TO C1b
CLIlI1IllIlS
CefJrigllt ~h.,,,,,,,,,,"’1Io
CONTRAST CONSTRUCTIONS ESSENCE OF PEREGIAN .,_........,,..........,...
....,.....nyfllS&lwll’l"’......’"’
",ltUU. WATER & ENVIRONMENTAL ANALYSTS &
FOR THE STORMWA TER MANAGEMENT OOMOTSCAlt:
~"""’,.etL""’ftI’IfW_ CONSULTANTS
SCANLON PROPERTY GROUP PLAN lIt.prtwt.....-.w.fll4
_,..,_..,....,.,.,...,.s,. "’:IINAI.fSTlm’.JIOCIUA~.
,...,......tiwI..,...w"...uttt."ri. POIOX,..TQL.D’.AIJITWJ4
PtI "".... ~
fAllnllryf,’1ftIelping you make good dean water
.
Section 36
115.J
-<
NORTHERN CATCHMENT
OFFSITE CATCHMENT
40 50
MID CATCHMENT
HOTEUCOMMERCIAL
AREA
~
-....:
SOUTH CATCHMENT
(STAGE 1)
ClDTOCTIlS DlIWtE RE’l!S SOIIlI.I 6tNnIMtUI
lIU\IN;l S(Al.E
CONTRAS T CONS TRUCTIONS ESSENCE OF PEREGlAN
\c."ritlltlll..-.-............_...
..,.__. lKVt.’,...I1I INU,....
Simmonds & Bristow Pty. Ltd. PROPOSED PIPE
..."..,...".rAS,.....cn.... l
L .....,sr...
WATER & ENVIRONMENTAL ANALYSTS & ROUTING AND
AS SHOWN
FOR THE STORMWA TER MANAGEMENT J.OO.TSCAlf
~
SCANLON PROPERTY GROUP PLAN
13/01/12 GENERAL UPDATE
05/01/1 GENERAL UPDATE
19/12/1 INITIAL VERSION
DATI (IItOTS
TA
Ole
~lttlll..,t.t........,....
4. ....,...","",___.,-",
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CONSULTANTS
UIIlE6IUUI’TlUT.1OCICI.tl4"
PO lOX "’1’OCII5A QL 4*AUSTIAU\
N I’7)m,*
’AXn"".’1Ifelping you make good dean water
ID
A.C.N. 010252418
CA TCHMENT AREAS _At..
1108-155C
IIU\IN;STA11ISFOR INFORMATION IMiNo.
PlOT’_" OATI,13/01l12 110B-155C-01-03
REV.
C
.
Section 37
1=
h
~
0.5m
,.
2.OM
l.CIrI
.~I SCALE (nvn)
110
III )01111 I
o 100 200
,,- "
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.
DETAIL A - ANTI SCOUR DEVICE GENERAL ARRANGEMENT
// NOTES:
<D 1 WETLAND BUFFER TO NATIONAL PARK
2 ROCK ARMOURED SPILLWAY, 1m BASE WIDTH, 1:3 GRADE WALLS IN GRASSED
BAHER AT 1:4 SLOPE WITH ROCK APRON -
SUBJECT TO DETAIL DESIGN
3 BIORETENTION TRENCH
SANDY LOAM FILTER MEDIA, 60% OA5mmES, 150mm/hr HYDRAULIC
CONDUCTIVITY
<1000mg/kg TOTAL NITROGEN, <80mg/kg ORTHOPHOSPHATE, -3% ORGANIC
MA HER CONTENT
PERVIOUS GRAVEL BASE, 200mm DEPTH, 5-20mm ES GRAVEL
DETAIL A
SEE INSET
IMPERVIOUS GEOMEMBRANE SIDE-WALL LINER
SEE DRAWING 1108-155C-05 FOR MORE DETAIL
A SUBJECT TO DETAIL DESIGN
4 PIPED INLET FROM STORMWATER DRAINS WITH ANTI-SCOUR DEVICE SEE -
DETAIL A
5 BIORETENTION TRENCH EDGE SHEET-FOW ANTI-SCOUR DEVICE, 65mmES RIVER
ROCK IN GEOTEXTIE -
SEE DRAWING 1108-155C-05 FOR MORE DETAIL
6 INTERCEPTOR DRAIN/SWALE INLET TO BIORETENTION TRENCH
SEE DRAWING 1108-155C-05 FOR MORE DETAIL
7 BOLLARDS TO SUIT SITE AESTHETICS
UlJIllUAlS .Il61Wl1 DAM
CONTRAST CONSTRUCTIONS ESSENCE OF PERIGIAN
\
51?==::,:.:;r.~. Simmonds & Bristow Pty. Ltd. ;~~:E~NTION TRENCH S(!lAE S SHOWN .
.."""""_lIIun
,"""""
WATER&ENVlRONMENTALANALYSTS &CONSULTANTS LAYOUT GENERAL
FOR THE STORM WATER TREATMENT [l(SIiHED lA 1
. .
=~._.........
ID
ARRANGEMENT J/PllIJ’OSIlHo.
TAIl!AW lA
SCANLON PROPERTY GROUP DESIGN ~
T
T
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OJB
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Nil. He{ptngyou makegood~’.~-
~,.- 1108 lSSC 01 04
OllE ...
A.CJt 010 252418 PlOIlU’ln 011&13/01/12
- --
Section 38
..
!
RL 4.00 DWELLING FFL MIN
@
OWELUNG PAD ""’0
~N r .... .,
. st. .
..
RL 3.20
RL 3.25
T. __
RL 3.35
.,
It
1
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fl
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Y..
@
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CD SEE INSET
.......".Y.___.."..._......._._.."
-==~~-.~ ._.=====..:~.===~=.__=
... -----
RL
2.3~:~..~ I SCALE
3m
l
O.5m
Om 1.0m 2.0m 3.0m
SECTION ’A-A’ BIORETENTION TRENCH CROSS-SECTION
-
NOTES:
1 EXISTING HEATH WETLAND BUFFER TO NATIONAL PARK
2 ROCK ARMOURED SPILL WAY (3OF), 1 m BASE WIDTH, 1:3 SLOPE SIDE WALLS. SUBJEOTTO DETAIL
DESIGN
3 ~~ET~OOffi~
500mm FILTER DEPTH
SANDY LOAM FILTER MEDIA, 60% 0.45mmES, 150mmlhr HYDRAULIC CONDUCTIVITY, <1 OOOmgillg TOTAL
i
NITROGEN, <80mgillg ORTHOPHOSPHATE,-3% ORGANIC MAnER CONTENT .
, . ’L\
L’
200mm EXTENDED DETENTION DEPTH .
I
SUBJECT TO DETAIL DESIGN
4 IMPERMEABLE GEOMEMBRANE SIDE.WALL LINER @
5 PERMEABLE GRAVEL BASE LAYER. 200mm DEPTH, 5-20mmES NO.FINES COARSE GRAVEL ~
cv en \ J,
6 BIORETENTION TRENCH PLANTINGS. TURF SPECIES SUITABLE FOR INUNDATION. SOlJ,RCE
(!) (~
SUITABLE PLANTS FROM APPENDIX A OF THE WATER SENSITIVE URBAN DESIGN E
7 INLET ROCK DIFFUSER MANjL ’
,
~ L’
8 STORM DRAIN INLET ENERGY DIFFUSER. SEE DETAIL A , L’
L’
9 STORM DRAIN INLET PIPE -
L
’"
500mm DEPTH OF COVER TO BE MAINTAINED WHERE POSSIBLE @ E
I
WHERE HYDRAULICS REQUIRE LESS THAN 500mm DEPTH OF COVER, PIPE TO BE CONCRETE CASED
E
~
WITH 200mm DEPTH OF COVER
10
.
1:51ARI STORM ",,8 400mm
GRASSED CATCH DRAIN (SWALE),200mm DEEP 1:130 FALL ALONG LENGTH TO SUIT
EVENT I SCALE (mm)
TRAILING EDGE TO BE FILLED TO PROVIDE 200mm DEPTH AND TO ACCOMMODATE FALL TO
11
12
13
BIORETENTION TRENCHES
BOLLARDS TO SUIT SITE AESTHETICS
DWELLING PADS. 3.5mRL MINIMUM TO 6.0mRL
BIORETENTlON TRENCH C1A LOCATED AT 4.0mRL
GRASSED BAnERAT 1:4 GRADE
~
L
"I
250mm
~ 50
100
150
200
14 INLET ROCK DIFFUSER GEOTEXTILE WRAPPER DETAIL A -
SCOUR PROTECTION DEVICE GENERAL ARRANGEMENT
ALL RL’S IN mAHD. DIMENSIONS AS MARKED. FINISHED GROUND LEVELS ARE INDICATIVE O.NLY AND
SUBJECT TO FINAL ADJUSTMENT ON SITE
(LENT IIElAll JOONAHI IIt:vlIIINlOfIll.lE DATUM IN!AWlNGTlTLE I(AlE
CONTRAS T CONS lRUC liONS ESSENCE OF PERIGIAN
..
’~E=~?~’;~’ Simmonds & Bristow Pty. Ltd. BIORETENTlON TRENCH
ASS HOW N
~ :?-_:’::’:’:t..k’~"M,.....1t WATER & ENVIRONMENTAL ANALYSTS &CONSUlTAHTS SHORT CROSS-SECTION
FOR THE STORMWA.lER TREATMENT DEmlED TA
. ,llIt:v.
13/01/11 GENoRAL UPOA TE TA DRAWN TA
SECTION A-A 118/_OSALNo.
SCANLON PROPERTY GROUP DESIGN ~. "",~II"’"",,"t.s’.r.
GENERAL ARRANGEMENT 1108 -
155 C
06/0111 GENERAL UPOA TE TA (I((KED 018 I’UIllul..’...f.,.,_....Iht-n. UI(QW.OSTIUT,IIQ(kl.(A’IM
1. AIl-..-".._onmol....ltf’..
I’OIOX)lWYUlt’lGAIItJI’.AUS~ AWlHGSTATUS DWG.No.
1,ll1911111 INITI)\L VERSION TA I~HED. PtlIIf1In.,. CONCEPT ONL Y
’" ,0>.....
E DATE CDHI’lNTS IITL DATE HeIpirG
... you make good doan_ A.C.N. 010 252418 110B-155C 01-05 C
PlDT hlJHBER DATE,13/01l12
Section 39
~~
t
~,~ ’LON
NOR’"
c^’~ FLOWtollO
NOOSA
NOO5’
NATIONAl..
NATIONAL
PARK
PARK
STAGE 1 TREATMENT TRAIN FULL DEVELOPMENT TREATMENT TRAIN
(If)(1IETAlS DN.IIf fEVlSDCSOfIUE ..,"_ta; Il!AWN;TIll.E S(Al!
CONTRAST CONSTRUCTIONS ESSENCE OF PEREGlAN
\ ~11II.__Ih,"""""’’’’’
."._... __’M"_ "’-lIMIt......
Simmonds & Bristow Pty. Ltd. PROPOSED STORMWATER
ftIt.....,_-ty,f S......... UlItHMftlIf
1. viii’&-" TREA TMENT TRAIN
AS SHOWN
FOR THE WATER & ENVIRONMENTAL ANALYSTS &
STORMWA TER MANAGEMENT 1. 00 lilT SOU
ID
TA .......1enb..tc.t.....III’ifW.. CONSULTANTS DETAILS lPRIJ’OS.llllo,
SCANLON PROPERTY GROUP PLAN ..IIh....,t.ttw_._’III....,.. 110S-1SSC
DJ8 ,..,~I...,..,..tllllt.S"1 4f-.....otnlUT.MICJCl..U4.
,.,,...IItIII!M1’...~"’"-.-k. "’_""l’OION5ot.GlO,*AIlS.,.,.. Il!AWN;STAM Milo, RIV,
05/0111 INITIAL VERSION "’" WIll"’’’’ fOR INfORMATION
OAT! [IJIOIS h.X""~.’1’felp ng you make good clean water Ae.N. 010 252418 PlOTIUIlIl< DAThOS/01l12 1108-155C -01-06 A
Section 40
,
~
,(.
’"
.,
MUSIC
u
"
~
APENDIX
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[OCR of page images]
APPENDIX B:
MUSIC MODELLING
Section 41
.
STAGE 1 MUSIC MODEL SUMMARY
~
NO<fhem Gr>:1Jnd
~
Sy.’ilfe~,
~
~ Michl" Grc<lnd
e .,.Reler."JC<n 9.1
II
Rec<:rr.-.g t~ode
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!Br..of’l.le>nl;.,n C 18
GhOo01: T"",b Sootl! :on"""Room Soulll
’.
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"\,\
~ ~
~ Rain Tank Cammerc :tl R~txlr.3nt R.oesf
N
Sr...f’letenlian C 1A
-~
c..r~ort
~
Olr.
Figure B-2: MUSIC Model Diagram -
Stage 1 Only
[OCR of page images]
STAGE 1 MUSIC MODEL SUMMARY
©
Noxthem Ground
ey
Swate Noeth:
ci a
Bic-Reterace B1
Receiving Node
a ©
a Shack Tanks South Shack Roofs South
e
Southern Ground
eo §
Rain Tank Commercial Restaurant - Roof
Bio-Retention C14
Bio-Retention C18
Figure B-2: MUSIC Model Diagram — Stage 1 Only
Section 42
STAGE 1 ONLY MUSIC MODEL INPUT PARAMETERS
I
Table B-1: Stage 1 MUSIC Model Input Parameters -
Sources (A)
Commercial
MUSIC Model Inputs for the Essence of Peregian: North Mid South
Commercial (hotel) Podium (rest.,
Stage 1 " balance ~alance balance
, ~’,
shops) ’"
Size (ha) 0,254 0,0915 0,5345 0,7057 0,296
% Impervious I 40 40 11 0 0
Rainfall threshold (mm/day) I 1 1 1 1 1
Soil storaQe capacity (mm) 1 120 120 400 400 400
Initial storage (%of capacity) I 25 25 10 10 10
field capacity (mm) j 80 80 200 200 ,
200
infiltration capacity coefficient -
a j 200 200 50 50 50
infiltration capacity exponent -
b ( 1 ’-...-’
t.
1 1 1 1
initial depth (mm) ( 50 50 50 50 50
daily recharQe rate_(%) I ,
, 25 25 25 25 25
,
daily baseflow rate (%) 1 ’5 5 5 5 5
daily deep seepaQe rate (%) 0 0 0 0 0
TSS Base flow cone, Params (Mean,Std Dev) (log mULl 0,78,0,39 0,78,0,39 1,0,34 1,0,34 1,0,34
TSS Storm flow cone, Params (Mean,Std Dev) (log mULl 2,16,0,38 2,16,0,38 2,18,0,39 2,18,0,39 2,18,0,39
TP Base flow cone, Params (Mean,Std Dev) (loQ mULl -0,6,0,5 -0,6,0,5 -0,97,0,31 -0,97,0,31 -0,97,0,31
TP Storm flow cone, params_(Mean, Std Dev) (log mULl -0,39,0:34 -0,39,0,34 -0.47,0,31 -0.47, 0,31 -0.47,0,31
TN Base flow cone, Params (Mean,Std Dev) (log mULl ~ 0:32,0,3 ""
0,32;’0,3 0,2,0,2 0,2,0,2 0,2,0,2
TN Storm flow cone, Params (Mean,Std Dev) (log mULl 0,37,0.4 0,37,0.4 0,26,0,23 0,26,0,23 0,26,0,23
Section 43
Roof Restaurant
0.111
100
400
10
200
50
50
25
5
o
1,0.34
2.18,0.39
-0.97,0.31
-0.47,0.31
0.2,0.2
0.26,0.23
~
Table B 3 Stage 1 MUSIC M odeIInputP8rsmeters- TreatmentoeVlces (A)
-
Treatment devices and parameters Rain tank Restaurant
Low flow by-pass (m3/sec) 0
-
’\ .
High flow by-pass (m3/sec) \.. ~ ’\ \ 100
Volume below overflow pipe (kL) ’’{’" ~\ ,
_< ’l 100
, I ,
Depth above overflow (m) 0.2
, ,
Surface area (m2) j "r 5
-
Overflow pipe diameter (mm) / 150
,
Anunal demand 9kUyr)scaled by daily PET -"""-""",.~".. -’ 0
Daily demand (kUday) 7.633
Monthly distribution of annual demand (kUyr) 0
Table B-4: Stage 1 MUSIC Model Input Parameters Treatment Devices (B)
-
Blo-retentlon Blo-retentlon
Treatment devices and parameters
C1A C1B
Low flow by-pass (m3/sec) 0 0
High flow by-pass (m3/sec) 100 100
Surface area (m2) 52 37
Extended detention depth (m) 0.2 0.2
Seepage loss (mm/hr) 0 0
Filter area (m2) 63 74
Filter depth (m) 0.5 0.5
Filter median particle diameter (mm) 0.45 0.45
Saturated hydraulic conductivity (mm/hr) 150 150
Depth below underdrain pipe (%of filter depth) 0 0
Overflow weir width (m) 3 3
Section 44
Table 8-5 Stage 1 MUSICM odeIInput Parameters- Treatment Devices (C)
Treatment devices and parameters Swale North
Low flow by-pass lm3/sec} 0
HiQh flow by-pass (m3/sec) 100
Length em) 25
Bed Slope (%) 1.0
Base Width (m) 0.1
Top Width (m) 5.0
Depth (m) 0.5
Vegetation Height (m) 0.25
Exfiltration Rate (mm/hr) 75
STAGE 1 ONLY MUSIC MODEL OUTPUTS
.
Table 86 Stage 1 MUSIC M odeI
-
.
.
- Treatment Tram Eftecf
Iveness
Treatment Train Effectiveness Sources Residual Load % Reduction
Flow (MUyr) 13 11 15
Total Suspended Solids (kg/yr) 2420 567 77
Total Phosphorus (kg/yr) 5.9 .
1.8 69
Total Nitrogen (kg/yr) , 33 "
18 46
Gross Pollutants (kg/yr) 214 0 100
~
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-
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Section 45
FULL DEVELOPMENT MUSIC MODEL SUMMARY
,/~ ~
/,’RaUl Tank B,ld A Roof Building A
,~~’---
B,o-Retantlon Al
~
Northem GrouM
’~ --~
Shack Tanks North Shack Roofs North
,,.,.’
/~ -_
,
,,- Shack Tanks Mid Shack Roofs Mid
./
I."
_, .oo:~-~."..,’-"""-,----, {~
Receiving Node’,. Bio-Retenlion B"""--’~,~, MJ<fC1le Ground
’"..~ ~
Ratn Tank Bid B Roof BuiJa.ng B
___-JQL
~ ,~
’FQ1.-----~..- ShaCk Tanks South Shack Roofs South
~""
BiD-Retention G 1B -"’~-"
’-"
"’’-.,.", ....-#.
~
’.
"
~.’,
,
"
Soulhern Ground
"\.
""’’’’
~ --
&I
00t
Blo-Retention CIA’,
Rain Tank Commercial Restaurant. Roof
"_
"
" ’---"---13
", Carpafk
",
",
""’&1
Otfstte
Figure B-2: Full Development MUSIC Model diagram
Section 46
-
I:
DEVELOPMENT MUSIC MODEL INPUT PARAMETERS
FUlL
Table B-7: Full Development MUSIC Model Input Parameters -
Sources (A)
& ill Commercial
MUSIC Model Inputs for the Essence of Peregian: Full Commercial ~
Podium (carpark, North balance Mid balance South balance
Development (Offsite)
,’1 shops)
Size (ha) 0.278 0.205 0.389 0.335 0.146
% Impervious 1 80 80 11 11 11
Rainfall threshold (mm/day) , 1 1 1 1 1
Soil storage capacity (mm) I 120 120 400 400 400
Initial storage (%of capacity) J 25 25 10 10 10
field capacity (mm) I 80 80 200 200 200
infiltration capacity coefficient -
a I 200 200 50 50 50
infiltration capacity exponent -
b 1 1 1 1 1
initial depth (mm) . 50 50 50 50 50
daily recharge rate (%) I 25 25 25 25 25
daily baseflow rate (%) j 5 5 5 5 5
daily deep seepage rate (%) 0 0 0 0 0
TSS Base flow conc. Params (Mean,Std Dev) (log mULl 0.78,0.39 0.78,0.39 1,0.34 1,0.34 1,0.34
TSS Storm flow conc. Params (Mean,Std Dev) (log I"(lUl) 2.16,0.38 2.16,0.38 2.18,0.39 2.18,0.39 2.18,0.39
TP Base flow conc. Params (Mean,Std Dev) (log mULl -0.6,0.5 -0.6,0.5 -0.97,0.31 -0.97,0.31 -0.97,0.31
TP Storm flow conc. Params (Mean,Std Dev) (log mULl -0.39,0.34 -0.39,0.34 -OA7, 0.31 -OA7,0.31 -OA7,0.31
TN Base flow conc. Params (Mean,Std Dev) (log m~l) p-’"’-""’--""""" 0.32,0.3 ~ 0.32,0.3 0.2,0.2 0.2,0.2 0.2,0.2
TN Storm flow conc. Params (Mean,Std Dev) (log mULl ;;,;
-
0.37,OA 0.37,OA 0.26,0.23 0.26,0.23 0.26,0.23
~
Section 47
Table B-8: Full Development MUSIC Model Input Parameters Sources (B)
-
MUSIC Model Inputs for the Essence of Pereglan Shack roofs Shack roofs Shack roofs Roof
Full Development
RoofBldg A RoofBldg B North Mid South Restaurant
Size (ha) 0.155 0.155 0.077 0.037 0.077 0.19
% Impervious 100 100 100 100 100 100
Rainfall threshold (mm/day) 1 1 1 1 1 1
Soil storage capacity (mm) 400 400 400 400 400 400
Initial storaQe (%of ca!)acity) 10 10 10 10 10 10
field capacity (mm) 200 200 200 200 200 200
infiltration capacity coefficient -
a 50 50 50 50 50 50
infiltration capacity exponent -
b 1 1 1 1 1 1
initial depth (mm) 50 50 "’. 50 50 50 50
daily recharQe rate (%) 25 25 : 25 25 25 25
’"
daily baseflow rate (%) 5 5 5 5 5 5
daily deep seepage rate (%) 0 0 0 0 0 0
TSS Base flow cone. Params (Mean,Std Dev) (log mUl) 1,0.34 1,0.34 1,0.34 1,0.34 1,0.34 1,0.34
TSS Storm flow cone. Params (Mean,Std Dev) (log mULl 2.18,0.39 2.18,0.39 2.18,0.39 2.18,0.39 2.18,0.39 2.18,0.39
TP Base flow cone. Params (Mean,Std Dev) (log mULl -0.97,0.31 -0.97,0.31 -0.97,0.31 -0.97,0.31 -0.97,0.31 -0.97,0.31
TP Storm flow cone. Params (Mean,Std Dev) (log mULl -0.47, 0.31 -0:47,0.31 -0.47, 0.31 -0.47,0.31 -0.47, 0.31 -0.47,0.31
TN Base flow cone. Params (Mean,Std Dev) (log mUl). 0.2,0.2 0.2,0.2 0.2,0.2 0.2,0.2 0.2,0.2 0.2,0.2
TN Storm flow cone. Params (Mean,Std Dev) (log mULl 0.26,0.23 0.26,0.23 0.26,0.23 0.26,0.23 0.26,0.23 0.26,0.23
’’’,!;II 1 ~
...
~ Q
.Iq’=
. .
!’ ~"-’ .~...-~-"
Section 48
-
,
Table B 9 Fu II Deve opment MUSICM odeI Input Parameters
-
.
.
-
Treatment Units
Treatment devices and parameters Bloretentlon Bloretentlon Bloretentlon Bloretentlon
Full Development C1A C1B B1 A1
Low flow by_-pass (m3/sec) 0 0 0 1
High flow by-pass (m3/sec) 100 100 100 100
Extended detention depth (m) 0.2 0.2 0.2 0.2
Seepage loss (mm/hr) 0 0 0 0
Filter area (m2) 63 74 81 95
Filter depth (m) 0.5 0.5 0.5 0.5
Filter median particle diameter (mm) 0.45 0.45 0.45 0.45
Saturated hydraulic conductivity (mm/hr) 150 150 150 150
Degth below underdrain pipe (%of filter depth) 0 0 0 0
Overflow weir width (m) 2 3 3 3
FULL DEVELOPMENT MUSIC MODEL OUTPUTS
.
Ta ble B 10 Fu II Deve opment MUSIC M odeI
- Treatrnent Train Eftecf
-
Iveness
~
Treatment Train Effectiveness Source Residual Load % Reduction
Flow (ML/yr) 19 13 30
Total Suspended Solids (kg/yr) 3790 451 88
Total Phosphorus (kg/yr) 8.5 1.8 79
- .
Total Nitrogen (kg/yr) .
46 20,3 56
u
to’]" +
Gross Pollutants (kg/yr) "~ ~
387 0 100
Section 49
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APPENDIX C: } _’ /
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SEDIMENT AND EROSION CONTR l F?LAN DAilY
CHECKLIST r, ’1
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APPENDIX C:
SEDIMENT AND EROSION CONTROL PLAN DAILY
CHECKLIST
Section 50
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I
EROSION AND SEDIMENT CONTROL
DAILY SITE CHECK LIST
C ’()lllrolling \rorl1\\.Jter pollution on your building site
Location of site
Site Supervisor
It is suggested that the site
supervisor completes the following checklist daily while site work occurs.
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ITEM AND/OR LOCATION TO CHECK ;::j.
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I a. Have the tradespeople and suppliers been made
aware of the
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requirements for erosion and sediment control, and the consequences
involved if there is a breach?
b. If required, has an Erosion and Sediment Control
Management Plan been
prepared and approved?
0 Are all contractors and subcontractors aware of the
contents of this plan?
c. Is the builder’s sign displayed?
d. Are the sediment fences erected
adequately/correctly?
NOTE:
. Geotextile sediment fence buried at least 200 mm below
ground.
. Posts installed at minimum 2m
spacing.
. Built up sediment should not exceed 1/3 of the
height of the sediment fence.
0 No tears or rips.
0 Not laying down or covered over
by materials.
0 Is there an advisory/attention
sign on the sediment fence?
e. Is the stabilised entry/exit
point (rumble pad) in the correct location?
NOTE:
0 Are all tradespeople/suppliers
using this entry point?
f. Does the entry/exit point (rumble
pad) require maintenance?
NOTE:
. Has the entry/exit pad got excessive sediment in it?
0 Turn over with a machine to
expose the coarse aggregate again.
.
Aggregate must be 40 mm or greater.
. Is there a bunding/diversion drain above the stabilised
entry/exit point
(rumble pad) to divert sediment behind the sediment fence?
.
Are the
tradespeople using an adjacent lot to gain entry to the site?
If so, has permission been
sought from the land owner(s) and are there
control measures in place to
prevent the movement of sediment off the
lot and into the gutter?
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The text continues on section 51.
Used in these records
Response to Information Request - Received on 19/04/2012Related documentApplication case desk ↗
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