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PART Response to Information Request · OPW11/0335
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civil & structural engineers
TOD CONSULTING PTY LTD DIRECTORS 20 Mary Street Noosaville QLD 4566
ABN 39 128 805 336 S Prystupa BE., M.I.E.Aust C.P.Eng, R.P.E.Q. PO Box 61 Noosaville QLD 4566
C Dowding BE., M.I.E.Aust R.P.E.Q. P 07 5449 9600
D Reynolds BE., M.I.P.W.E.Aust. R.P.E.Q. F 07 5449 9494
E [email protected]
www.todconsulting.com
SPAS 10525-5
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
Please find attached 3 copies of information requested as follows:-
Items 1-7 have been addressed by Simmonds & Bristow's joint report with
Sunshine Coast Regional Council dated January 2012
• Items 8-11 have been addressed on Tod Consulting's drawings 10525 - C1 F,
C2G, C3H, C4G, C5E, C6E, C7F & C8A
• Items 12, 18 & 19 have been addressed by Spice Consulting Hydraulic
consultants - refer drawings 964 - OP1 G, OP2G & OP4D
• Items 13-17 have been addressed by Anembo Consultants landscape
architecture - all as detailed on their drawings LD1 - sheets 1-16
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.
Yours faithfully
^IAC
STEFAN PRYSTUPA
TOD CONSULTING PL-4 11 /053S
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Page 2
Scanlon Property Group -v- Sunshine Coast Regional Council & ORS
Essence of Peregian
Review of Sediment & Erosion Control & Stormwater Management of Essence
of Peregian
Joint Expert Report on Stormwater Management between Neil Collins for
Sunshine Coast Regional Council and David Bristow for Essence of Peregian.
This report is based on a meeting held on Friday 13 January 2012 at Simmonds and
Bristow Office between Neil Collins and David Bristow.
STATEMENT TO COURT
We, the undersigned, hereby acknowledge that we have been instructed on an
expert's duty to assist the Court and that, that duty overrides any obligation we may
have to any party to the proceedings or to any person who is liable for our fees or
expenses.
We furthermore state that no instructions were given or accepted to adopt or reject
any particular opinion in preparing this report.
POINTS OF AGREEMENT
1. The updated stormwater management plan reference 1108-155 cf-02,
(revision 03 dated 13th January 2012) by Simmonds and Bristow is
acceptable and appropriate and that, subject to suitable detailed design,
construction and maintenance, will ensure appropriate water quality standard
for runoff from the site.
This plan includes the following drawings:
Stormwater System: 1108-155C-01-01 -A
1108-155C-01-02-C
1108-155C-01-03-C
1108-155C-01-04-C
1108-155C-01-05-C
1108-155C-01-06-A
SCEP: 1105-155C-01-07-A
1105-155C-01-08-A
2. An appropriate condition of approval that could be considered by Council over
and above standard stormwater approval conditions as follows:
The detailed design shall be generally in accordance with the details provided in the
Simmonds and Bristow Stormwater Management Plan and Erosion Control Plan
(reference 1108-155 cf-02, version 03, dated 13 January 2012).
POINTS OF DISAGREEMENT
There are no Points of Disagreement
Neil Collins David Bristow
BEngCivil, MEngSc,MlEAust. RPEQ BE(Chem) M/EAust, RPEQ,AFAim
13 January 2011
Page 3
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Page 4
Simmonds & Bristow
3 Established 1965 ACN 010 252 418 Pty Ltd
ESSENCE OF PEREGIAN
Stormwater Management Plan
Sediment and Erosion Control Plan
Prepared for
Scanlon Property Group Pty Ltd
January 2012
Page 5
Document Control
Simmonds & Bristow
Established 1965 ACN 010 252 418 Pty Ltd
Originating Office:
40 Reginald Street PO Box 3160 Ph: 07 3710 9100
Rocklea, Qld 4106 Yeron g a, Qld 4104 Fax: 07 3710 9199
Job Ref Number 1108-155C
Document Number 1108-155Cf-02
Client Contrast Constructions
Client Contact Bradley Durkin
Name Signed Date
Terrence Allen BE(Chem)
Written by: _ 13/01/2012
David Bristow BE(Chem),
Reviewed by : lEAust, CPENG, RPEQ, FAIM. 13/01/2012
Revision Histo
Rev No. Date Author Page(s) Description / Revision Status
00 14/12/2010 GE & AH Update to SWMP & SCEP Superseded
01 07/09/2011 TA & GE Stage 1 Update to SWMP & SCEP Superseded
02 09/12/2011 TA Revision of Stage 1 SWMP & Superseded
SCEP
03 13/01/2012 TA Revision of SCEP & SWMP Current
following Experts Report
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.
©2012 Simmonds & Bristow Pty Ltd Contrast Constructions 1108-155C - 13 January 2012
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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, wetlands, building areas, plumbing layout, and the structure of bioretention trenches and wetlands within the development area. Procedures for maintaining stormwater treatment units (Appendix D) and implementing the Sediment And Erosion Control Plan (Appendix C; Appendix E) are enclosed with this plan. These procedures describe how to control erosion, and minimise 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. ©2010 Simmonds & Bristow Pty Ltd Contrast Constructions 1108-155C - 13 January 2012 I1CLIENTFILES\Contrast Constructions\1108-155c - Essence of Peregian SCEP Stage 1 Update\09_Output Documents\1108-155C_SWMP SCEMP_Scanlon Property Group V3.0_ta_120113.doc
Page 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 ........................................................................ 7
6.1 Management of Stormwater ............................................................................................8
6.1.1 Roof Water capture .................................................................................................. 8
6.1.2 Vegetated Buffers ..................................................................................................... 8
6.1.3 Bio-retention Trenches ............................................................................................. 8
6.1.4 Terminal Wetland ..................................................................................................... 9
6.2 Proposed Treatment Train .............................................................................................. 9
6.2.1 Stage 1 - Southern Section (Only) ........................................................................... 9
6.2.2 Stage 2 & 3 ............................................................................................................... 9
6.3 Modelling of the Stormwater Treatment Train ............................................................... 10
6.3.1 Existing Development .............................................................................................10
6.3.2 Stage 1 Modelling ...................................................................................................10
6.3.3 Full Development Modelling ...................................................................................11
7.0 LONG TERM MAINTENANCE OF STORMWATER MANAGEMENT FACILITIES .... 12
8.0 SEDIMENT AND EROSION CONTROL PLAN 13
9.0 INSTALLATION SEQUENCE .......................................................................................15
10.0 ENVIRONMENTAL IMPACT ASSESSMENT .............................................................. 16
11.0 MONITORING AND EVALUATION OF WATER QUALITY AGAINST TARGETS...... 18
11.1 Water Quality Monitoring During Construction .............................................................. 19
11.2 Water Quality Monitoring During Routine Operation of the Essence of Peregian......... 20
12.0 CONDITIONS AND LIMITATIONS ............................................................................... 21
13.0 COMPLIANCE CERTIFICATE .....................................................................................22
14.0 REFERENCES .............................................................................................................. 23
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APPENDICES
APPENDIX A LAYOUT DRAWINGS
APPENDIX B MUSIC MODELLING
APPENDIX C SEDIMENT AND EROSION CONTROL PLAN DAILY CHECKLIST
APPENDIX D LONG TERM MAINTENANCE OF STORMWATER MANAGEMETN
FACILITIES
APPENDIX E SEDIMENT AND EROSION MANAGAEMENT PLAN
APPENDIX F SOIL AND WATER QUALITY SAMPLING MAP
TABLE OF FIGURES
Figure 1: General Location of the Proposed Development ...................................................................2
LIST OF TABLES
Table 1-1: Water Quality Design Objectives for Loads Reductions ......................................................3
Table 2-1: Water Quality Measured in the Terminal Wetland of the Existing Caravan Park Site........5
Table 3-1: The Quality of Surface Soil Measured In the Undeveloped Site ..........................................6
Table 3-2: The Quality of Surface Soil Measured In the Undeveloped Site ..........................................6
Table 4-1: Drawing List ...............................................................................................................................7
Table 6-2: MUSIC Model Results - Undeveloped Site ........................................................................... 10
Table 4-3: MUSIC Model Results - Stage 1 Site ..................................................................................... 11
Table 4-4: MUSIC Model Results - Fully Developed Site ...................................................................... 11
Table 5-1: Management Actions of the Essence of Peregian Stormwater Management Plan ......... 12
Table 6-1: Factors Contributing to Erosion Hazard .............................................................................. 13
Table 6-2: Sediment and Erosion Control for Construction of the Essence of Peregian ................. 14
Table 7-1: Installation Sequence for the Essence of Peregian Development .................................... 15
Table 8-1: Site Details of the Essence of Pereglan Development ....................................................... 16
Table 8-2: Dimensions of Rainwater Tanks and WSUD Deemed to Comply Solutions .................... 17
Table 9-1: Summary of Test Methods for Ambient Surface Waters .................................................... 18
Table 9-2: Location of Water Quality Monitoring at the Essence of Peregian Site ........................... 19
Table 9-3: Monitoring Schedule for the Construction and Operational Development ...................... 20
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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 1' 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 includes information on 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 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 Plan). The
conceptual SWP was modified by removing some 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
• Adjusting the size of the Constructed Wetlands.
The outcome was that suitable water quality could still be achieved with the modified treatment
system.
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Page 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
access to the site being from an unnamed road that runs off David Low Way. The site is 23,131
m2 in area. The development proposal is for 2 accommodation buildings containing 32
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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Figure 1: General Location of the Proposed Development
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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 extension of the Noosa National Park (Natural Solutions, 2007). The
wet heath is the receiving environment for stormwater runoff.
For this development it was proposed that the treatment train comply with the Water Quality
Objectives for loads reductions required by the Queensland Water Quality Guidelines (DERM
2009) (Table 3-1). The loads reductions water quality design objectives are important because
stormwater flow is intermittent, with most export of sediment and nutrients occurring during a
few short rainfall events each year. Management needs to cover those few rainfall events, and
design objectives for annual load reductions accommodate for high stormwater-flow events.
Table 3-1: Water Quality Design Objectives for Loads Reductions
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 of buildings), topography (stormwater management), and existing native
vegetation. The resort will have a full-time site manager.
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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 with a gabion wall diffuser
adjacent 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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4.0 RECEIVING WATER QUALITY Water quality in the terminal 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. A sample location map is shown in Appendix B. The existing water quality parameters (Table 4-1) indicate that the water quality in the terminal 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 Terminal Wetland of the Existing Caravan Park Site Water Quality Indicator QWQG WS 01 WS 02 WS 03 WS 04 WS 05 WS 06 Conductivity - on site (µS / cm) 250 290 470 200 180 230 pH - on site* 5-7 6.4 6.7 7.1 6.4 6.4 6.0 Ammonia as N (mg / L) 0.02 0.050 0.25 0.22 0.13 0.054 0.046 Nitrate as N (mg / L) NA 0.01 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 0.007 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 µm (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 * Joint Experts Conference indicated that the low pH water quality objective is suitable on the basis of the 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. ©2012 Simmonds & Bristow Pty Ltd Contrast Constructions J-1005-310 - 13 January 2012 11CLIENTFILES\Contrast Construdions11108-155c - Essence of Peregian SCEP Stage 1 Update109_Output Documents11108-155C_SWMP SCEMP_Scanlon Property Group_V3.0_ta,_120113.doc Page 5 of 24
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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).
The SECP does not propose the installation of sediment ponds to collect runoff from the
building site to avoid disturbing acid sulphate soil. Instead sediment fences have been
recommended, with filter socks at outlet points to remove suspended fine sediment from the
overflow (Appendix D). The same philosophy has been applied to the Bioretention Trenches
installed for the SWMP, which will be located within additional fill placed over the existing site,
thereby also avoiding the need for excavation and potential disturbance of acid sulphate soil.
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) (µS/cm) 76 23 26 19 32 29
Loss on Ignition at 450°C (%) 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
Table 5-2: The Quality of Surface Soil Measured in the Undeveloped Site
Soil Quality Indicator SS8 SS9 SSIO SS11 SS12
Conductivity (1:5 soil : water extract) (µS/cm) 97 28 49 80 53
Loss on Ignition at 450°C (%) 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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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 6-1: Drawina List
Drawing No Rev No Date Title
1105-155C-01-01 A Dec 2011 Site Layout
Proposed Stormwater Treatment Device
1105-155C-01-02 C Jan 2012
Details & Layout
Proposed Pipe Routing and Catchment
1105-155C-01-03 C Dec 2011
Areas
Bio-Retention Basin Layout and
1105-155C-01-04 C Jan 2012
Construction Details
Bio-retention Basin Cross-Section and
1105-155C-01-05 C Jan 2012
Construction Details
Proposed Stormwater Treatment Train
1105-155C-01-06 A Jan 2012
Details
Erosion and Sediment Control Plan
1105-155C-01-07 A Dec 2011
(ESCP) - Full Development
Erosion and Sediment Control Plan
1105-1550-01-08 A Dec 2011
(ESCP) - Sta g e I Develo pment
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 will capture and hold stormwater in Rainwater Tanks and on the land, with held
rainwater being used for domestic purposes within the residential complex, or for irrigating the
gardens to ensure stable ground cover. Stable ground cover is an important feature of erosion
risk management. Overflow from the rainwater storage 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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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 connected to the Bioretention basins for
treatment before release to the receiving environment.
6.1.2 Vegetated Buffers
Vegetated buffers provide stable groundcover, thereby minimising the erosion potential
of the landscape surface. Vegetation includes grassed surfaces and deep rooted
vegetation. Energy from rainfall is dissipated over a broad, stable surface, and shallow
sheet-flow of accumulated stormwater 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 Trenches or directly into
the Constructed Wetland System.
6.1.3 Blo-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 terminal gabion wall, through a readily permeable geotextile
layer. Flow out of the Bio-retention Trenches during high flow will primarily be through,
and across, the crest of the gabion 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 terminal Wetland.
Overland sheet-flow for the majority of the development is to be piped from stormwater
collection pits to the bio-retention basin. 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 basins for treatment.
Pipe and swale entrances to the bio-retention basins are to use rock basins and energy
diffuser arrays to protect against scouring (drawing 04 & 05).
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6.1.4 Terminal Wetland
The existing wet heath wetland is to act as a buffer to the Noosa National Park. The
Wetland System provides an ecological barrier 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 the Constructed Wetland System used to manage stormwater. The treatment train
sequence is shown in Appendix B as follows:
6.2.1 Stage I - Southern Section (Only)
Southern Section
1. Direction of flow from the Commercial area (restaurant roof, tank) into Bio-retention
C1a;
2. Direction of flow from the offsite commercial area, car-park and on-site commercial
area (restaurant podium) into Bio-retention C1a
3. Direction of sheet flow from the southern catchment (the "South balance© into Bio-
retention C1 b;
4. Direction of flow from shacks (roofs, tanks) into Bio-retention C1 b;
5. Direction of flow from bio-retention C 1 a to bio-retention C1b;
6. Direction of flow from Bio-retention C1 b into Terminal Wetland;
7. Capture of sheet-fow from the northern and mid catchments using a Swale or catch
drain, directed to Bio-retention C1b
6.2.2 Stage 2 & 3
Northern Section
1. Direction of flow from the North balance into the Bio-retention Al;
2. Direction of flow from the roof and rainwater tank of Building A into Bio-retention Al;
3. Direction of flow from shacks (roofs, tanks) in the north section into Bio-retention Al;
and
4. Direction of flow from the Bio-retention Al north trench into the Terminal Wetland
Mid section
1. Direction of flow from the Mid balance into the Bio-retention B1;
2. Direction of flow from the roof and rainwater tank of Building B into Bio-retention 131;
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 Terminal 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.
Southern Section
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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 being cleared for caravans and
camping, consisting of mown grass under a light canopy of Broad-leaved Paperbark
(Melaletica quinquenerva).
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.
There is currently no stormwater quality 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 of the developed 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 I Modelling
Results of MUSIC modelling showed that there will be no net increase in stormwater
runoff from the site. Loads of sediment, total nitrogen and total phosphorus will be
substantially removed from stormwater before entering the Noosa National Park
(Appendix B).
Modelling for the Stage 1 development predicted a 15% reduction in stormwater entering
Noosa National Park, from 13.1 ML/year to 11.1 ML/year. The annual load of total
suspended solids from the existing site (the caravan park) was predicted to be
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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 Model Results - Staae 1 Site
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
Results of MUSIC modelling showed that there will be no net increase in stormwater
runoff from the site. Loads of sediment, total nitrogen and total phosphorus will be
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 ML/year to 13.3 ML/year. 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 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 annual load for total 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 Model Results - Fully Developed Site
Water Quality 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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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.
Table 7-1: Management Actions of the Essence of Pereoian Stormwater Management Plan
Management Description
Action
Maintaining the 3kL rainwater tank volumes associated with each beach
EP-SMP-01
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 the bio-retention trenches
EP-SMP-06 Maintaining the pipe infrastructure
EP-SMP-07 Maintaining the terminal wetland
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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 fill on lower slopes), the need to
reshape the ground surface to install structures, 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 8-1: Factors Contributing to Erosion Hazard
Erosion Hazard Assessment Form
Controlling Factor Points Score
Average Slope of Whole Site 1 1
Soil type being disturbed 2 or 5 3 or 6
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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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 1108-055C-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-1005-310-09
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 Pereaian
Management Action Description
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.
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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).
Table 9-1: Installation Sequence for the Essence of Pereaian Development
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
Building activity. Appendix D structures, access track,
stockpile area, and site
office have been installed.
Re-establish ground cover
Install surface ground in development sub-areas
Appendix D
cover (gardens) within 2 weeks after
disturbance.
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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 Essence of Peregian development will be in the Sunshine Coast Regional
Council jurisdiction, which is in the North Coast climate region of South East Queensland. The
proposed development type is residential 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 s 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 Development are presented on the annotated site
details plan (Appendix C), and summarized in Table 10-1.
Table 10-1: Site Details of the Essence of Perealan 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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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-1005-310-06), each
with a design treatment train that flows toward the terminal wetland and the receiving node of
the receiving waters next to the Noosa National Park.
The Solutions state minimum sizes of Rainwater Tanks, Bio-retention systems and Constructed
Wetlands 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.
Table 10-2: Dimensions of Rainwater Tanks and WSUD Deemed to Comply Solutions
Deemed to Comply Deemed to Comply
Development size
Solution Requirement
3 kL.
Rainwater tank for QId Development Code
3 kL. per beach shack
attached dwellings in the MP 4.3 requiresl.5 kL per
required pedestal in 2 x 100 kL = 200 kL (apartment
Sunshine Coast Regional
commercial buildings with buildings)
Council (North Coast)
region: a class 3 code (i.e. motels 1 x 100kL = commercial building
or boarding houses that
unrelated people co-habit).
Bio-retention Al (north) = 1.5 %
Bio-retention System Filter Bio-retention B1 (Mid) = 1.5 %
Media Area (% of 1.1 % Bio-retention C1A (south) = 1.5 %
catchment area): Bioretention C1B (south) = 1.5%
Total Bio-retention Area = 1 5%
The Rainwater Tanks are sized appropriately 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 and the Constructed Wetland
System.
Detailed MUSIC modelling identified that the proposed development will achieve the required
water quality objectives (Appendix B). Suspended solids and total nutrients will be removed
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 terminal wetland from the
existing caravan park site (Table 4-1).
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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 coli), 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.
Table 11-1: Summary of Test Methods for Ambient Surface Waters
Sample Preparation
Parameter Sample Analysis Method
Method
Heated persulphate
Nutrients - total SEAL AQ2 discrete analyser
digestion
E coli Membrane filtration EC Broth or EC-MUG medium
Faecal coliforms Membrane filtration M-FC Agar
Membrane electrode in Wheaton
BOD5 Incubation
Bottles
Suspended solids Membrane filtration Gravimetric
Dissolved oxygen None Membrane electrode
pH None Membrane electrode
Turbidity None Photometer
LHerbicides 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 Constructed Wetland System
and the receiving node.
It is recommended that the water quality of the terminal wetland is represented by 9 sampling
points per sampling event (i.e. 9 spatial replicates): six from the Constructed Wetland System
and 3 more from the heath on the west of the terminal wetland (adjacent to Noosa National
Park). This sampling frequency will accommodate the spatial variation of water quality
measurements expected in the Constructed Wetland System, and in the heath that connects
with Noosa National Park, and will quantitatively show the difference between the average
measured concentrations in the Constructed Wetland System and the receiving waters,
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.
©2012 Simmonds & Bristow Pty Ltd Contrast Constructions J-1005-310 - 13 January 2012
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Page 27
Table 11-2: Location of Water Quality Monitoring at the Essence of Peregian Site
Site Site No. Description
Wetland A2 1 Monitor quality of stormwater entering wetland A2
Wetland A2 2 Replicate monitoring of stormwater quality entering
wetland A2
Wetland B2 3 Monitor quality of stormwater entering wetland B2
Wetland B2 4 Replicate monitoring of stormwater quality entering
wetland B2
Wetland C2 5 Monitor quality of stormwater entering wetland C2
Wetland C2 6 Replicate monitoring of stormwater quality entering
wetland C2
Heath 7 Monitor quality of stormwater entering the receiving
waters
Heath 8 Replicate monitoring of stormwater quality entering the
receiving waters
Heath 9 Replicate monitoring of stormwater quality entering the
receiving waters
Construction Site 10 Monitor rainfall onto construction site
Inflow onto 11 Monitor quality of stormwater entering construction site
construction site
Inflow onto 12 Monitor quality of stormwater entering construction site
construction site
Outflow from 13 Monitor quality of stormwater exiting construction site
construction site
Outflow from 14 Monitor quality of stormwater 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 terminal wetland, and a rain-gauge is installed on site to indicate the intensity of
rainfall during a stormwater event (Table 11-2).
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 the intensity of rainfall during the event. The proportionate change in the
suspended solids loads in stormwater flowing over the construction site will provide a
measure of the sediment being generated from the construction site.
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Page 28
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. 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: Monitorina Schedule for the Construction and Operational Develooment
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
BOD, M, M* M* M, M M* M* M M
Suspended M M M M M M M M M* S S S S
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 , I M* I M,
M = monthly monitoring during construction and during the first two years of operation; quarterly monitoring during
the second year and thereafter.
S = Monitoring during stormwater flow events
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Page 29
12.0 CONDITIONS AND LIMITATIONS The data contained in this volume has been commissioned by Scanlon Property Group, Limited on behalf of Thomco 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 bio- filtration basins and/or wetland elements as a result of any site conditions that are different to those assumed and modelled during design, should 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 report comprises of all constituent parts of the report in full, including the text, calculation summary and appended drawings. If additional copies of this report are required, separate sections or individual pages must not be copied in isolation. 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. ©2012 Simmonds & Bristow Pty Ltd Contrast Constructions J-1005-310 - 13 January 2012 I \CLIENTFILES\Contrast Constructions\1108-155c - Essence of Peregian SCEP Stage 1 Update 09_Output Documents\1108-155C_SWMP SCEMP_Scanton Property Group V3.0 ta_120113 doc Page 21 of 24
Page 30
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, December 2011," (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. Condition 62 - " A detailed Stormwater Management Plan and a Sediment and Erosion Control Plan shall be prepared that refines the MUSIC modelling prepared for the concept report. Condition 63 - "Grease and Oil arrestors and/or stormwater quality improvement devices must be incorporated into the design to treat all run-off prior to run-off exiting the premises. Condition 64 - "A detailed maintenance plan shall be prepared for the proposed stormwater management system - refer specifically to Section 7.4 and Appendix D. 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: David Bristow MIEAust, CPENG, RPEQ ©2012 Simmonds & Bristow Pty Ltd Contrast Constructions J-1 005-310 - 13 January 2012 I.\CLIENTFILES\Contrast Constructions\1 108-155c - Essence of Peregian SCEP Stage 1 Update\09_Output Documents\1108-155C_SWMP SCEMP_Scanlon Property Group_V3.0_ta_120113 doc Page 22 of 24
Page 31
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. Technical Report 1Opp. 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. 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. 41 pp. SEQ Healthy Waterways Partnership (2009). Water Sensitive Urban Design Deemed to Comply Solutions for South East Queensland. Technical Manual 74pp. ©2012 Simmonds & Bristow Pty Ltd Contrast Constructions J-1005-310 - 13 January 2012 I:\CLIENTFILES\Contrast Constructions\1 108-155c - Essence of Peregian SCEP Stage 1 Update\09_Output Documents\1108-155C_SWMP SCEMP_Scanlon Property Group_V3.0_ta_120113.doc Page 23 of 24
Page 32
APPENDIX A:
SITE 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 Basin and Wetland Layout
1105-155C-01-05, Rev C, Dec 2011 - Bioretnetion basin and Wetland Cross-Section and
Construction Details (Biobasin C1 B & Wetland C2 as
example)
1105-155C-01-06, Rev A, Dec 2011 - Stormwater Management and Control Areas
Page 33
BEACH SHACKS (EXAMPLE) - FOR ALL SHACKS
100% OF ROOF AREA CONNECTED TO
3kL STORAGE TANKS WITH APPROPRIATE
INLET ARRANGEMENTS
BUILDING A
100% OF ROOF AREA CONNECTED TO
lOOkL STORAGE TANK WITH APPROPRIATE
NORTHERN BIORETENTION Al INLET ARRANGEMENTS
95m2 SURFACE AREA
SEE DWG 1108-155C-01-04
AND 1108.155C-01-05
FOR DESIGN DETAILS
APPROXIMATE
DEDICATION LINE
BUILDING B
100% OF ROOF AREA CONNECTED TO
lOOkL STORAGE TANK WITH APPROPRIATE
INLET ARRANGEMENTS
MID BIORETENTION B1
Blm° SURFACE AREA
SEE DWG 1108.155C-01-04 HOTEL/COMMERCIAL AREA
AND 1108.155C-01-05 100% OF ROOF AREA CONNECTED TO
FOR GENERAL DESIGN DETAILS 1 OOkL STORAGE TANK WITH APPROPRIATE
INLET ARRANGEMENTS
CATCH-DRAIN TO 61
APPROXIMATE
BOUNDARY TO
NATIONAL PARK
SOUTHERN BIORETENTION C1b
74m2 SURFACE AREA
FLOW FROM OFFSITE
SEE DWG 1108-155C-01-04
AREA DIRECTED TO
AND 1108-155C-01-05
FOR DESIGN DETAILS C1A BIORETENTION BASIN
SOUTHERN BIORETENTION Cta
VARIABLE WIDTH
63m° SURFACE AREA
4.0-4.5mRL
CLIENT DETAILS REVISION SMIDULE [lA I DRAWING TITLE S( ALE
CONTRAST CONSTRUCTIONS ESSENCE OF PEREGIAN
'M
Simmonds & Bristow Pty. Ltd. PROPOSED STORMWATER
AS SHOWN
any.orhs erlouleo Pro4lMn shall 1"Oon
IM properly of S S 0 or on a radon rest
2 vitlS60
WATER & ENVIRONMENTAL ANALYSTS & TREATMENT DEVICE
STORMWATER MANAGEMENT [! SIhNf 1 3 00 WT SCALE
Oleexsons, Inels, etc to be -.fed on CONSULTANTS DETAILS & LAYOUT JOB/PROPOSAL No.
C 13/01/12 GENERAL UPDATE TA ,RAWN TA
PLAN B 05/01/12 GENERAL UPDATE TA [ HE[NEC DJB
4. she prior to the roenenowenl of or1
My durepaMMs to 6. reported P. S 6 8 40 REfiMALO STREET. ROUQEA 4IM
1108-155C
for rerolulgn before carry" "I tpw Pb 500 3150 YERONGA OLD LI04 AUSTRALIA DWG No 'Ei
A 19/12/11 INITIAL VERSION TA rirNro .A, PH 10713110 8166
FOR INFORMATION
REW DATE il:rwN'S NIL ( DATE PAR N71 f+!?.+Nklping you make good dean water A.C.N. 010 252 418 D[OTNUNBER DATE 13/01/12 1108-155C-01-02
Page 34
OFFSITE CATCHMENT
HOTEUCOMMERCIAL
AREA
SOUTH CATCHMENT
(STAGE 1)
CLIENT DETAILS JOB NAME REVISION SCHEDULE DfLM General notes,
DRAWING TITLE
CONTRAST CONSTRUCTIONS ESSENCE OF PEREGIAN
I Copyryhl in all do(MMla. O'arogs and in
any works eeeculed from them shall nman
TIe property of S & B or on creation vast
Simmonds & Bristow Pty. Ltd. PROPOSED PIPE
2 nthSL8
WATER & ENVIRONMENTAL ANALYSTS & ROUTING AND
STORMWATER MANAGEMENT CES PFY 3 20 NOT SALE
CONSULTANTS CATCHMENT AREAS
C 13101/12 GENERAL UPDATE TA JrAws TA Ouoensions, levels, dr to be etrfied on
LAN 05/01/12 GENERAL UPDATE T / CHECKED D:B
L Lte prior In the e<mmenoeese nl of V rh
My discrepmms to be reported to S L 8 40 AEGRAL0 START, AOCIIIEA 410
for resolut on before carrying ONt the Po BOA 3100 YEAOIIGA 010 LIN AUSTAAUA
19/1211 INITIAL VERSL; N T Al SIGNED FA 1071 37v 1110
E DATE COMMENT! 1 EB1L CA'E
FAA 1071311q,1Ilping you make good dean water
Page 35
.Lkf
05. 70^n 41.
SCALE (mm)
nn Ian Lan 5
50 10
0 100 200
4
DETAIL A - ANTI SCOUR DEVICE GENERAL ARRANGEMENT
NOTES:
1 WETLAND BUFFER TO NATIONAL PARK
ROCK ARMOURED SPILLWAY, 1m BASE WIDTH, 1:3 GRADE WALLS IN GRASSED
BATTER AT 1:4 SLOPE WITH ROCK APRON - SUBJECT TO DETAIL DESIGN
BIORETENTION BASIN
SANDY LOAM FILTER MEDIA, 60% 0.45mmES, 150mm/hr HYDRAULIC
CONDUCTIVITY
<1000mg/kg TOTAL NITROGEN, <80mg/kg ORTHOPHOSPHATE, -3% ORGANIC
MATTER CONTENT
PERVIOUS GRAVEL BASE, 200mm DEPTH, 5-20mm ES GRAVEL
IMPERVIOUS GEOMEMBRANE SIDE-WALL LINER
SEE DRAWING 1108-155C-05 FOR MORE DETAIL
SUBJECT TO DETAIL DESIGN
PIPED INLET FROM STORMWATER DRAINS WITH ANTI-SCOUR DEVICE - SEE
DETAIL A
BIORETENTION BASIN EDGE SHEET-FOW ANTI-SCOUR DEVICE, 65mmES RIVER
ROCK IN GEOTEXTIE - SEE DRAWING 1108-155C-05 FOR MORE DETAIL
INTERCEPTOR DRAIN/SWALE INLET TO BIORETENTION BASIN
BIORETENTION BASIN LAYOUT
SEE DRAWING 1108-155C-05 FOR MORE DETAI
SEE DWG 1108-155C-05 FOR FURTHER DETAIL BOLLARDS TO SUIT SITE AESTHETICS
% II
6W irole.
CLIENT DETAILS 108 NAME DRAWING TITLE
t (p4I ell d.c.nts. dra AndNpwAs
Simmonds & Bristow Pty. Ltd. BIORETENTION BASIN
S(ALE
CONTRAST CONSTRUCTIONS ESSENCE OF PERIGIAN AS SHOWN
ceded fro. Ile shall rail ft pprhof S l8
mrSO 0f mf wi1511
7 DO NOT S(Al(
WATER & ENVIRONMENTAL ANALYSTS & CONSULTANTS AND WETLAND LAYOUT
STORMWATER TREATMENT )8r xiae. had,. of, h It .er,N on W, grow to
STAGE 1 (BASIN C1B) 108/PROPOSAL No
13/01/12 GENERAL UPDATE ft- t of.A
DESIGN 06/01/17 GENERAL UPDATE (HEIXED ii
I AM duaep'.s 1. ha reported I. S I8 for
molofin dolor, lyryq e f fk M uM115LLD5(AQT,N (A IN
1108-15SC
S Addi*no or- viers dhrwn dlei Ti v
p01WS%*s9 91.0515 MN1WN DRAW[T STATUS OWE No.
19/12/11INITIAL VERSION (0 NnUi1P0I
CONCEPT ONLY
(Ax Nn m pe+ Helping you make good dean water AC.N.010252418 IPLOT NUMDER DATE. 13/01/17 1108-155(-01-04
Page 36
RL 4.00 DWELLING FFL MIN
DWELLING PAD RL 3.50 M
4
a
RL 3.25
RL 3.20
4 _
0
RL 2.50 (NGL) O
v
RL 2.30
3m
SECTION 'A-A' - BIORETENTION BASIN CROSS-SECTION
NOTES:
1 EXISTING WETLAND BUFFER TO NATIONAL PARK
2 ROCK ARMOURED SPILL WAY (3 OF), 1m BASE WIDTH, 1:3 SLOPE SIDE WALLS - SUBJECT TO DETAIL
DESIGN
3 BIORETENTION BASIN
500mm FILTER DEPTH
SANDY LOAM FILTER MEDIA, 60% 0.45mmES,150mmlhr HYDRAULIC CONDUCTIVITY, <1000mg/kg TOTAL
NITROGEN, <80mg/kg ORTHOPHOSPHATE, -3% ORGANIC MATTER CONTENT
200mm EXTENDED DETENTION DEPTH
SUBJECT TO DETAIL DESIGN
4 IMPERMEABLE GEOMEMBRANE SIDE-WALL LINER
5 PERMEABLE GRAVEL BASE LAYER, 200mm DEPTH, 5-20mmES NO-FINES COARSE GRAVEL
6 BIORETENTION BASIN PLANTINGS. TURF SPECIES SUITABLE FOR INUNDATION. SOURCE SUITABLE
PLANTS FROM APPENDIX A OF THE WATER SENSITIVE URBAN DESIGN MANUAL
7 INLET ROCK DIFFUSER
8 STORM DRAIN INLET ENERGY DIFFUSER. SEE DETAIL A
9 STORM DRAIN INLET PIPE
500mm DEPTH OF COVER TO BE MAINTAINED WHERE POSSIBLE
WHERE HYDRAULICS REQUIRE LESS THAN 500mm DEPTH OF COVER, PIPE TO BE CONCRETE CASED
WITH 200mm DEPTH OF COVER
10 GRASSED CATCH DRAIN (SWALE), 200mm DEEP 1:130 FALL ALONG LENGTH TO SUIT 1:5 ARI STORM
EVENT
TRAILING EDGE TO BE FILLED TO PROVIDE 200mm DEPTH AND TO ACCOMODATE FALL TO
BIORETENTION BASINS
11 BOLLARDS TO SUIT SITE AESTEHTICS
12 DWELLING PADS. 3.5mRL MINIMUM TO 6.OmRL.
BIORETENTION BASIN C1A LOCATED AT 4.OmRL
13 GRASSED BATTER AT 1:4 GRADE
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 ONLY AND
SUBJECT TO FINAL ADJUSTMENT ON SITE
(LINT DETANS REVISION S(I(DUE DATUM feel Wn,
um
CONTRAST CONSTRUCTIONS ESSENCE OF PERIGIAN
S ('r' Aa wwrt, aaq a.rq+ti,
'dt . ttw U. rt^r tk~y . s&a Simmonds & Bristow Pty. Ltd. DRAWING TITLE
BIORETENTION BASIN
SCALE
AS SHOWN
..
-.4- -f ths 6
L pp Not SW
WATER & ENVIRONMENTAL ANALYSTS & CONSULTANTS AND WETLAND
STORMWATER TREATMENT DESIGNED TA I Oif k U.. etc tok .ifw Mlle inrk
SHORT CROSS-SECTION JOB/PROPOSAL No.
C 13/01/12 GENERAL UPDATE TA DRAWN TA tk,.S010 k d W
DESIGN E3 06/01/12 GENERAL UPDATE TA (NECKED DJB
Aq 6-p- to b -We' t1 S S 8 f.
rmmm kto<e"" mt tk M uRO WO SIIHT. NuaOFA ANr
SECTION A-A 1108-155C
S W 6k*kms n -WasOI ftftd 0 box 3" yumu aC4 4 usm" REV
19/12/11INITIAL VERSION T. sl(^N^o Al NmmM
CONCEPT ONLY
DATE 13/01/12 1108- 155( -01 -05
FAX0m"" ... Helping you make good dean water
REN DATE I (OMM(NIS NTL OATS A.C.N. 010 252 418 R
Page 37
NOOSA
NATIONAL
PARK
SPHACK ROOF
SCU^II
I I t Sr,^kt
SHACK
TAWS
SOUTH
11 sNCAso
711. AA iN
GARDEN
REUSE
810-RETENTION
BASIN CIO
74M
STORM WA MEET
DRAINS FLOW
SOUTH
CATC N5 ALE
BASIN CIA COFAAIERCL
63r BUL01NG5
STAGE 1 TREATMENT TRAIN FULL DEVELOPMENT TREATMENT TRAIN
(LENT DETALS REVIS N S(KOLLE DAiL" Gnerof bit,,.
a" DRAWING TITLE SCALE
I (pyrrtl all 1oc .ot. le.ugo W n
Simmonds & Bristow Pty. Ltd.
CONTRAST CONSTRUCTIONS ESSENCE OF PEREGIAN PROPOSED STORMWATER
AS SHOWN
ry works...twin f,- fM obit rwe
t.e W.Wty of Si l r on ant-, W
2 MA SiB
WATER & ENVIRONMENTAL ANALYSTS & TREATMENT TRAIN
STORMWATER MANAGEMENT GLS(..I!D 3 DO tpT SALE
Datensnns,Intls, etc to It. n,,t.d on CONSULTANTS DETAILS J08/PROPOSAL No.
DRAWN TA
PLAN CHE(A(O DJ8
6 10. rnr to tM ewerrmeeenl of work
Any 6rrepao(leo In 6. rprted to Si B 40 REGINALD SIREEI, ROCXLEA AIN
1108-155C
for resolution bite,, c rryng out tA. PO BOX 3160 YERONGA OLD 6101 AUSTRALIA oil DRAWING STATUS DWG No. REV.
05/01/12 NITIAL VERSION TA SIGNED PH 10713710 9100 FOR INFORMA I ION
FAX 107) 3716. 9
MIL. DAIE
Pklping you make good dean water A. C.N. 010 252 418 'PLOT NUMBER DAIS 05/01/1 1108-1550-01-06 A
Page 38
APPENDIX B: MUSIC MODELLING [OCR of page images] APPENDIX B: MUSIC MODELLING
Page 39
STAGE 1 MUSIC MODEL SUMMARY
EV n
0'
i
IW4
C:
0,
Figure B-2: MUSIC Model Diagram - Stage 1 Only
[OCR of page images]
STAGE 1 MUSIC MODEL SUMMARY
Figure B-2: MUSIC Model Diagram — Stage 1 Only
Page 40
STAGE 1 ONLY MUSIC MODEL INPUT PARAMETERS
Table B-1: Stage 1 MUSIC Model InDUt Parameters - Sources (A
MUSIC Model Inputs for the Essence of Peregian: Commercial
North Mid South
Stage 1 Commercial (hotel) Podium (rest.,
balance balance balance
Size (ha) 0.254 0.0915 0.5345 0.7057 0.296
% Impervious 40 40 11 0 0
Rainfall threshold (mm/day) 1 1 1 1 1
Soil storage capacity (mm) 120 120 400 400 400
Initial storage (% of capacity) 25 25 10 10 10
field capacity (mm) 80 80 200 200 200
infiltration capacity coefficient - a 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 % 25 25 25 25 25
daily baseflow rate % 5 5 5 5 5
daily deep seepage rate % 0 0 0 0 0
TSS Base flow conc. Params (Mean, Std Dev) (Log mL/L) 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 mUL 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 mUL -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 mUL) -0.39, 0.34 -0.39, 0.34 -0.47, 0.31 -0.47, 0.31 -0.47.0.31
TN Base flow conc. Params (Mean, Std Dev) (Log mUL) 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 mUL) 0.37, 0.4 0.37, 0.4 0.26, 0.23 0.26, 0.23 0.26, 0.23
Page 41
Table B-2: Stage I MUSIC Model Input Parameters - Sources (B
MUSIC Model Inputs for the Essence of Pereglan:
Roof Restaurant
Stage 1
Size (ha) 0.111
% Impervious 100
Rainfall threshold (mm/day) 1
Soil storage capacity (mm) 400
Initial storage (% of capacity) 10
field capacity (mm) 200
infiltration capacity coefficient - a 50
infiltration capacity exponent - b 1
initial depth (mm) 50
daily recharge rate % 25
daily baseflow rate % 5
daily deep seepage rate % 0
TSS Base flow conc. Params (Mean, Std Dev (Log mUL 1, 0.34
TSS Storm flow conc. Params (Mean, Std Dev (L og mUL) 2.18, 0.39
TP Base flow conc. Params (Mean, Std Dev) (Log mUL) -0.97, 0.31
TP Storm flow conc. Params (Mean, Std Dev (Log mUL) -0.47, 0.31
TN Base flow conc. Params (Mean, Std Dev) (Log mUL) 0.2, 0.2
TN Storm flow conc. Params Mean, Std Dev) (Log mUL) 0.26, 0.23
Table B-3: Stage I MUSIC Model Input Parameters - Treatment Devices (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 100
Depth above overflow (m) 0.2
Surface area m2 5
Overflow pipe diameter (mm) 150
Anunal demand 9kU r scaled by daily PET 0
Daily demand (kUday) 7.633
Monthly distribution of annual demand kU r 0
Table B-4: Stage I MUSIC Model Input Parameters - Treatment Devices (B)
Bio-retention Blo-retention
Treatment devices and parameters
CIA 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
Page 42
Table B-5: Stage 1 MUSIC Model Input Parameters - Treatment Devices (C)
Treatment devices and parameters Swale North
Low flow by-pass m3/sec 0
High flow by-pass m3/sec 100
Length (m) 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 I ONLY MUSIC MODEL OUTPUTS
Table B-6: Stage I MUSIC Model - Treatment Train Effectiveness
Treatment Train Effectiveness Sources Residual Load % Reduction
Flow MU r 13 11 15
Total Suspended Solids k / r 2420 567 77
Total Phosphorus k / r 5.9 1.8 69
Total Nitrogen k / r 33 18 46
Gross Pollutants (kg/yr) 214 0 100
Page 43
FULL DEVELOPMENT MUSIC MODEL SUMMARY
0' Pool Bu&kbry A
Ob
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0'
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Rain Tank BId B Pool Budmnq B
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Figure B-2: Full Development MUSIC Model diagram
Page 44
FULL DEVELOPMENT MUSIC MODEL INPUT PARAMETERS
Table B-7: Full Development MUSIC Model Input Parameters - Sources (A
Commercial
MUSIC Model Inputs for the Essence of Pereglan: Full Commercial
Podium (carpark, North balance Mid balance South balance
Development (Offsits)
sho
Size (ha) 0.278 0.205 0.389 0.335 0.146
% Impervious 80 80 11 11 11
Rainfall threshold (mm/day) 1 1 1 1 1
Soil storage capacity (mm) 120 120 400 400 400
Initial storage (% of capacity) 25 25 10 10 10
field capacity (mm) 80 80 200 200 200
infiltration capacity coefficient - a 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 (%) 25 25 25 25 25
daily baseflow rate (%) 5 5 5 5 5
daily deep seepage rate (%) 0 0 0 0 0
TSS Base flow conc. Params (Mean, Std Dev) (Log mUL 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 mUL) 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 mUL) -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 mUL) -0.39, 0.34 -0.39, 0.34 -0.47, 0.31 -0.47, 0.31 -0.47, 0.31
TN Base flow conc. Params (Mean, Std Dev) (Log mUL 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 mUL) 0.37, 0.4 0.37. 0.4 0.26, 0.23 0 26, 0.23 0.26, 0.23
Page 45
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
Roof Bldg A Roof Bldg B
Full Dove
Development North Mid South Restaurant
Size ha 0.155 0.155 0.077 0.037 0077 019
% 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 storage (% of capacity) 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 recharge 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 conc. 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 conc. Params (Mean, Std Dev (Log mL/L) 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 conc. Params (Mean, Std Dev (Log mUL -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 conc. Params (Mean, Std Dev) (Log mUL -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 conc. 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 conc. Params Mean, Std Dev) (Log mUL 0.26, 0.23 0.26, 0.23 0.26, 0.23 0.26, 0.23 0.26, 0.23 0.26, 0.23
Page 46
Table B-9: Full Development MUSIC Model Input Parameters - Treatment Units
Treatment devices and parameters BloretenUon Bloretentlon Bloretentlon Bloretention
Full Development CIA CIB 81 Al
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 mz 63 74 81 95
Filter de pth ( 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
Depth below underdrain pipe (% of filter depth) 0 0 0 0
Overflow weir width (m) 2 3 3 3
FULL DEVELOPMENT MUSIC MODEL OUTPUTS
Table B-10: Full Development MUSIC Model - Treatment Train Effectiveness
Treatment Train Effectiveness Source Residual Load % Reduction
Flow ML/ r 19 13 30
Total Suspended Solids k / r 3790 451 88
Total Phosphorus k / r 8.5 1.8 79
Total Nitrogen k / r 46 20.3 56
Gross Pollutants k / r 387 0 100
Page 47
APPENDIX C: SEDIMENT AND EROSION CONTROL PLAN DAILY CHECKLIST
Page 48
EROSION AND SEDIMENT CONTROL DAILY SITE CHECK LIST
on your b u ilding site
I TIMING
v+ f c- S R1 z r1
0 c d 0 0
ITEM AND/OR LOCATION TO CHECK 0
°
D l^ 0-
T 3
0 `< tl ^
0 0
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A
g. Is the road clean of sand, silt and mud?
NOIF:
• Do the tradespeople have the capacity to clean-up the sediment
before they leave the site?
h. Is there a contained area for building waste on site?
NOTE:
• Use a skip bin and/or mesh trap.
• Cover the waste cage/bin at the end of each work day.
• Place food packaging into-waste cage/bin after each meal break.
• Skip or waste cage should not be allowed to overflow.
• Cover loads of waste when delivering to waste facility.
i. Are filter socks/sand bags in place?
j. Are the stormwater gully traps in front of the site protected from sediment
run-off, well maintained, safe for the public and approved by council?
k. Are the 'wet trades' setting/washing up behind a sediment fence
and on grassed areas that will hold the volume of waste?
1. Are the stockpiles/sand/soil adequately protected?
NOT[:
• Covered by a plastic sheet.
• Located behind a sediment fence.
• Sand bags around base.
m. At the end of each working day do the temporary stockpiles on hard surfaces have:
• a bund wall of sandbags, fibre or geotextile sausage on the downslope of the stockpile?
• a waterproof / windproof covering?
• an up-slope diversion of sandbags, fibre or geofabric sausage for on-site stockpiles?
• sandbags or geotextile bags filled with gravel surrounding the stockpile (if on road reserves)?
n. Are the grass/turf strips on the footpath cleared of sediment, sand and mud?
o. Are the service trenches backfilled?
p. Are the temporary downpipes correctly connected?
q. Is there an exposed aggregate driveway? If so, does the concretor
know/practice the correct control measures?
r. Has the client been advised about erosion and sediment control requirements?
NOTF:
• The site must have adequate control measures on-site at all times,
even after hand over.
For `urther,n!orrra:ron about the I lea thy Waterways Ca'np&yn ana I re Farr ersn,p Telephone 1071 3403 4206 or v.s r the HeaI:hy Waterways webs :e n www.healthywaterways.'
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Page 49
1
1
I
I EROSION AND SEDIMENT CONTROL
DAILY SITE CHECK LIST
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.
TIMING
r'
o S 0 o o
ITEM AND/OR LOCATION TO CHECK » to. S v
0 = 9M0. a o.
0C
N S
a. Have the tradespeople and suppliers been made aware of the
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?
• 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.
• No tears or rips.
• Not laying down or covered over by materials.
• Is there an advisory/attention sign on the sediment fence?
e. Is the stabilised entry/exit point (rumble pad) in the correct location?
NOTE:
• 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?
• 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?
Page 50
APPENDIX D:
LONG TERM MAINTENANCE OF STORMWATER
MANAGEMENT FACILITIES
[OCR of page images]
APPENDIX D:
LONG TERM MAINTENANCE OF STORMWATER
MANAGEMENT FACILITIES
Page 51
EP-SECP-01: Up-slope stormwater flow diversion
1. Objectives/Targets To reduce the transport capacity of stormwater crossing the building site
2. Management Strategy 1) Divert up-slope stormwater around the building site;
2) Divert stormwater around areas of soil disturbance; and
3) Divert stormwater onto stable ground or areas where suspended sediment can
settle.
3. Tasks/Actions Building site
1) Construct a perimeter bank along the upslope (eastern) edge of the development
to divert flow around the building site, and onto grassed or stabilised surfaces on the
edge of the building site;
2) Stabilise the perimeter bank with erosion mats (e.g. jute mesh mat anchored by
cold anionic bitumen emulsion); and
Erosion prone hot-spots
3) Place geo-logs/straw wattles within the building site, upslope of areas of high
disturbance or high erosion hazard. Direct flow onto grassed or stabilised ground.
Ensure secure pegging of geo-logs to prevent flow under the log. The edge of the
geo-log needs to overlap the stable or grassed surface.
4. Performance Indicators 1) Effective diversion of stormwater away from the building site, and in particular
away from areas of high erosion hazard;
2) No evidence of soil erosion on site, such as rills or sheet erosion.
5. Monitoring 1) Inspect the structural integrity of the perimeter bank and geo-logs;
2) Inspect the ground surface for erosion;
3) Inspect performance of the geo-log during a stormwater event (low turbidity of
diverted water, no erosion under the geo-log;
4) Effective direction of diverted water onto grassed or stable ground).
6. Frequency/Deadlines 1) Structural integrity & evidence of erosion: daily
2) Performance during stormwater event: During significant stormwater events.
7. Responsibilities Building contractor.
8. Reporting and Review Exception reporting to the site manager and senior management.
9. Contingency When loss of control of the upslope flow diversion occurs:
1) Inspect existing structure for points of failure;
2) Report situation to site manager immediately, and request support;
3) If feasible redirect flow away from the point of failure onto stable ground;
5) Bridge points of failure with stable material (e.g. sandbags);
6) Collect water quality samples at inflow and outflow points (section 11)
10. Corrective actions 1) If necessary remove sediment mobilised on road surfaces with a spade and
broom. Do not use water.
2) Repair perimeter bank: reinstall berm, secure the jute mat.
3) Repair or replace geo-logs if damaged. Securely peg to the ground to ensure no
flow under log.
4) Add a second geo-log 1 to 4m upslope if necessary;
5) Improve the stability of ground surface that receives diverted water. Refer to EP-
SECP-05.
Page 52
EP-SECP-02: Site entry and exit points
1. Objectives/Targets To avoid sediment being transported off the site by vehicles
2. Management Strategy 1) Dislodge loosely bound sediment attached to vehicles by vibration;
2) Trap dislodged sediment in the interstices of a metal grid or gravel bed; and
3) High pressure water hose to remove mud stuck to truck tyres during wet weather.
3. Tasks/Actions 1) Install an access path of crushed rock leading into the site, and directly to the
stockpile area. Rock pads should be at least 15 m long and 200 mm thick, with an
underlying layer of geo-fabric. Use cattle ramps as part of the structure to allow 2
complete rotations of the largest tyre leaving the site.
2) Install a high pressure water hose that can reach the rock pad, to remove
cohesive mud.
4. Performance Indicators Spillage of sediment from the site through the exit, and onto the public road.
5. Monitoring Inspection of the road surface beside the exit for sediment movement off the site.
6. Frequency/Deadlines Inspect the exit: daily.
7. Responsibilities Building contractor.
8. Reporting and Review Exception reporting to the site manager and senior management.
9. Contingency When sediment transport from the site access point is occurring:
1) Place sandbags at stormwater drain entry to prevent spilt sediment from being
washed into stormwater drains;
2) Report situation to site manager immediately, and request support;
3) Halt traffic until situation is under control;
4) Initiate corrective actions;
5) Remove sandbags when the spill has been cleared.
10. Corrective actions 1) Remove sediment from road surface using a spade an broom. Do not use a hose;
2) Building contractor to advise staff about responsibilities inherent with hosing off
mud;
3) Install extra length of pock pad or grid if necessary;
4) Improve delivery of high pressure water hose if possible;
5) Avoid work under muddy conditions.
Page 53
EP-SECP-03: Designated on-site stockpiles and waste receptacles
1. Objectives/Targets To keep building materials and building waste on-site
2. Management Strategy Containment of stockpiles and building waste wholly on the building site.
3. Tasks/Actions 1) Install skips or reo-cages in which to place waste, at multiple sites of convenience
across the site, so that winds cannot blow the waste off-site;
2) Have a designated site for stockpiling excavated earth, building sand, building
materials. Ensure that the stockpiles have designated covers with pegs to protect
them from wet weather, and are sufficiently distant from kerbside drains;
3) The designated area for cement and paint materials must be away from kerbside
drains;
4) Install a geo-log upslope to divert flow around the stockpile;
5) Install a sediment fence down-slope of stockpile area to collect sediment; and
6) At the end of each day, or before the onset of rain, cover and securely peg
stockpiles. Ensure that waste has been placed in the waste receptacle.
4. Performance Indicators 1) Sediment accumulation against the sediment fence;
2) Stockpile covered when required; and
3) Effective containment of waste.
5. Monitoring 1) Inspection of geo-log and sediment fence for structural integrity;
2) Inspect the sediment fence for sediment accumulation;
3) Inspection of stockpile for effective cover, or wetness and erosion if cover has
been removed; and
4) Inspection of the waste receptacle and building site for litter containment.
6. Frequency/Deadlines Daily inspection.
7. Responsibilities Building contractor.
8. Reporting and Review Exception reporting to the site manager and senior management.
9. Contingency When loss of materials from the stockpiles and waste receptacles is occurring:
Waste Receptacle
1) Report situation to site manager immediately, and request support;
2) Collect loose litter and place in bags,
3) Identify point of failure in waste receptacle and temporarily bridge the point of
failure;
4) Place bagged litter in waste receptacle;
5) Initiate corrective actions.
Stockpile
1) Report situation to site manager immediately, and request support;
2) Identify points of failure in upstream flow control or downstream sediment fence.
Place sandbags upslope to divert flow away from the points of failure;
3) Initiate corrective actions;
4) Collect water quality samples at inflow and outflow points (section 11).
10. Corrective actions 1) Repair geo-logs, perimeter stockpile covers, waste receptacles, and sediment
fences if required;
2) Address upslope controls if required (refer to EP-SECP-01);
3) Building contractor to reinforce the need to keep a tidy site and cover stockpiles.
Page 54
1. Objectives/Targets To reduce the transport capacity of stormwater exiting the site, and remove
sediment from stormwater entering the site.
To prevent pollutants from the building site entering Noosa National Park
2. Management Strategy 1) Slow the velocity of stormwater flowing across the building site;
2) Use sediment fences to pond stormwater at strategic points in the building site, so
that suspended sediment can settle;
3) Direct stormwater from sediment fences over grass filter strips onto which
suspended sediment can settle.
4) Install filter socks in the sediment fence against the wetland to passively filter
sediment from stormwater entering the terminal wetland, and
5) Sediment curtain in the terminal wetland to contain sediment that may have
passed the upstream control measures.
3. Tasks/Actions 1) Install geo-textile sediment fences on the lower slopes of the building site. Posts
should be minimum of 2 m spacing, the base should be buried at least 200 mm
below ground. the fences should be concave upslope to bund stormwater. while
allowing lateral overflow down-slope;
3) Stabilise ground that accommodates overflow from the sediment fences to avoid
rill development. Refer to EP-SECP-05;
4) Direct overflow into down-slope sediment fence. Filter socks will be used as a
final barrier to contain suspended sediment. Overflow through the filter socks wi
into the terminal wetland. Use water from the terminal wetland to irrigate group,
cover (refer to EP-SECP-05);
5) Install a sediment curtain in the terminal wetland to contain any fine sediment
overtopped stormwater. This sediment will settle out in the wetland hohind th('
sediment screen.
6) Install temporary downpipes from newly constructed roof,.
4. Performance Indicators 1) No rill development;
2) Low turbidity of sediment in overflow from the sediment fence into the terminal
wetland;
3) Containment of stormwater behind the sediment curtain in the terminal wetland;
and
4) Prompt connection of temporary downpipes on the building site.
5. Monitoring 1) Rills are absent from the building site;
2) Build up of sediment behind sediment fences should be no more than 1/3 of the
fence height;
3) Sediment fences should be structurally sound;
4) Suspended solids in overtopped stormwater entering the terminal wetland are not
excessively high when compared with suspended solids entering the construction
site.
6. Frequency/Deadlines 1) Inspection for rills: immediately after rainfall events,
2) Inspection of sediment fences for structural integrity and sediment accumulation:
weekly and immediately after a rainfall event;
3) Suspended solids of stormwater flowing into and out of the building site: during
stormwater events.
4) Inspection of temporary downpipe connection: after roof installation.
7. Responsibilities Building contractor.
8. Reporting and Review Exception reporting to the site manager and senior management.
9. Contingency When significant loss of sediment down-slope is occurring:
1) Report situation to site manager immediately, and request support;
2) Divert flow upstream away from point of failure;
3) Bridge the point of failure using sandbags;
4) Collect water quality samples at inflow and outflow points (section 11);
Page 55
EP-SECP-04: Down slope sediment controls
5) Inform relevant authorities;
6) Implement corrective actions.
10. Corrective actions 1) Improve ground cover if rills are evident;
2) Repair sediment fences;
3) Remove sediment from sediment fences and stockpile (refer to EP-SECP-03) for
later use as topsoil; and
5) Install temporary downpipes promptly.
Page 56
EP-SECP-05: Maintaining ground cover
1. Objectlves/Targets To avoid erosion of soil from the building site.
2. Management Strategy 1) Minimise exposure of unstable soil in stockpiles and disturbed ground.
3. Tasks/Actions 1) Maintain existing grass cover as much as possible;
2) Cover disturbed ground under erosion blanket, secured with pegs and with the
edge buried below the soil surface.
3) Reseed disturbed soils that will be left bare, using hydromulch or equivalent
Irrigate reseeded area daily for four weeks to establish the grass surface.
4) Lay turf in areas where concentrated flow is expected (e.g. at the overflow of
sediment fences).
4. Performance Indicators 1) Lack of ground cover kept to a minimum;
2) Ground covered with remnant grass (undisturbed state), erosion blankets (short
term disturbance) or reseeded grass (longer term after disturbance); and
3) Lack of surface erosion.
6. Monitoring 1) Temporarily disturbed ground is covered with erosion ma!
2) Reseeding and irrigation of bare ground is occurring
3) 100% vegetation cover 4 weeks after establishment.
4) Rills are not present on the building site;
5) Suspended solids in water exiting the site are not excessively higher than water
entering the site.
6. Frequency/Deadlines 1) Cover with erosion mats: daily:
2) Cover with grass: daily;
3) Reseeding and irrigation schedule is being maintained: daily;
4) Rills on the building site: after stormwater events; and
5) Suspended solids in water entering and exiting the site: during stormwater
events.
7. Responsibilities Building contractor.
8. Reporting and Review Exception reporting to the site manager and senior management.
9. Contingency When water is flowing over unstable ground:
1) Use sandbags to divert flow from upstream away from unstable ground onto
stable ground;
3) Cover the point of failure using erosion mats;
4) Collect water quality samples at inflow and outflow points (section 11);
5) Report situation to site manager,
6) Implement corrective actions.
10. Corrective actions 1) Building contractor to reinforce the need for managing off site movement of
disturbed soil because of the high environmental values associated with Noosa
National Park:
2) Ensure that erosion mats are intact and properly installed;
3) Ensure that re-seeding and irrigation is occurring. Install additional erosion mats,
grass cover, or turf if necessary.
Page 57
EP-SECP-06: Stabilizing soil stockpiled for Stage 2 development
1. Objectives/Targets To avoid mobilising soil stockpiled in the Stage 2 development.
2. Management Strategy 1) Minimise exposure of unstable soil in stockpiles and disturbed ground.
3. Tasks/Actions 1) Install up-slope stormwater flow diversion (refer to EP-SECP-01);
2) Install down-slope sediment control (refer to EP-SECP-04
3) Use an erosion mat as a temporary measure to cover unconsolidated sediment
when building the stockpile. Cover if rain is imminent, or when the stockpile is left
overnight. Peg down the edges of the erosion blanket.
4) Reseed stockpiled soils using hydro-mulch or equivalent. Lightly irrigate
reseeded area daily for four weeks to establish the grass surface.
4) Lay turf in areas down-slope of the stockpile where concentrated flow is expected
(e.g. at the overflow of sediment fences).
4. Performance Indicators 1) Stockpile covered with erosion mat (short term disturbance) or reseeded grass
(longer term after disturbance); and
2) Lack of surface erosion.
5. Monitoring 1) Temporarily disturbed ground is covered with erosion mats;
2) Reseeding and irrigation of bare ground is occurring;
3) 100% vegetation cover 4 weeks after establishment;
4) Rills are not present on the building site:
5) Suspended solids in water exiting the site are not excessively higher than water
entering the site.
6. Frequency/Deadlines 1) Cover with erosion mats: daily;
2) Cover with grass: weekly;
3) Reseeding and irrigation schedule is being maintained: daily;
4) Rills on the building site: after stormwater events; and
5) Suspended solids in water entering and exiting the site: during stormwater
events.
7. Responsibilities Building contractor.
8. Reporting and Review Exception reporting to the site manager and senior management.
9. Contingency When water is flowing over unstable ground:
1) Use sandbags to divert flow from upstream away from unstable ground onto
stable ground;
3) Cover the point of failure using erosion mats;
4) Collect water quality samples at inflow and outflow points (section 11);
5) Report situation to site manager;
6) Implement corrective actions.
10. Corrective actions 1) Building contractor to reinforce the need for managing off site movement of
disturbed soil because of the high environmental values associated with Noosa
National Park,
2) Ensure that erosion mats are intact and properly installed;
3) Ensure that re-seeding and irrigation is occurring. Install additional erosion mats,
grass cover, or turf if necessary.
Page 58
APPENDIX E:
SEDIMENT AND EROSION MANAGEMENT PLAN
List of Certified Plans Included:
1105-155C-01-07, Rev A, Dec 2011 - Erosion and Sediment Control Plan - Full Development
1105-155C-01-08, Rev A, Dec 2011 - Erosion and Sediment Control Plan - Stage 1
Page 59
ENTRY ROCK PAD & GRID
STABLE GRASSED SURFACE
TEMPORARY BACK-PUSH MOUND
SEDIEMNT FENCE
(SUPPORT POSTS AT 3m CENTRES MAX)
STORMWATER FLOW DIRECTION
® NO ACCESS AREA (STRIP TURF AREA)
Jl
fl
TENT DETAILS 0 NAME fi.rl meet.
DRAWMKi TITLE
ONTRAST CONSTRUCTIONS ESSENCE OF PERIGIAN
t ["rot n N X t1. *0..p r1 - my wit
moha rr.. res iS retn rot p'xr77 N S tl Simmonds & Bristow Pty. Ltd. PROPOSED SITE EROSION
SCALE
STORMWATER TREATMENT DESGNED GE /AR 7
•.enNm ro+.ro S t!
DINT S(ALJ
pt.e..n. k.tls. ¢c ^tkmleln Mepn t.
WATER & ENVIRONMENTAL ANALYSTS & CONSULTANTS & SEDIMENT CONTROL AS SHOWN
;PAWN TA rotmerrcnen!el..i. PLAN ((ONSTRU(TION PHASE) JOB/PROPOSAL No
DESIGN (HE[NED
1 A.,out xe rt be1=147t S 18N
rttWt.ONre(a,"yl rk V FULL DEVELOPMENT 1108-155C
A 09/12/11 INITIAL VERSION
S. MMSSrne. dettehrru petm
- A'us DWG No REY
TA SIQEO FOR INFORMATION
PEI DATE I LOnP:NTS DATE
Helping you make good dean water AC.N010252418 PLOT NUMBER DATE 09/12/1 1108- 155E-01-Q7 4I
Page 60
E STABLE GRASSED SURFACE
SOIL STOCKPILE
TEMPORARY BACK-PUSH MOUND
SEDIEMNT FENCE
(SUPPORT POSTS AT 3m CENTRES MAX)
STORMWATER FLOW DIRECTION
x NO ACCESS AREA (STRIP TURF AREA)
NOTES
• PLAN FOR STAGE 1 TEMPORARY SOIL
STOCKPILE ONLY AND DOES NOT INCLUDE
DETAILS FOR CONSTRUCTION PHASE SCEP
REFER TO DWG J-1005-310-09 FOR DETAILS
OF CONSTRUCTION PHASE
• STOCKPILE LOCATION IS INDICATIVE ONLY.
ALTERATION TO STOCPILE DIMENSIONS WILL
REQUIRE THE MOVEMENT OF THE GRASSED,-
RUN-OFF AREAS AND SEDIMENTATION
FENCES TO ACCOMODATE
aaTmAU AM EMSOMAE IMAIN Lew
a MA 1AIE Off
I =r ,144a1! Simmonds & Bristow Pty. Ltd.
CONTRAST CONSTRUCTIONS ESSENCE OF PERIGIAN ^^ei^f rlll PROPOSED SITE EROSION
AS SHOWN
STORMWATER TREATMENT ® ff/TA t Owm
l
WATER & ENVIRONMENTAL ANALYSTS & CONSULTANTS & SEDIMENT CONTROL
MAW TA PLAN, STAGE 1 SOIL AI OSKN1
DESIGN 0M Dis
L ^r^,Y^,l,l114
.Il.lre.^^r.l STOCKPILE 1108-155C
l •4lr^b=Wwd nrdrl
109/12/ 11INITIAL VERSION FA FA 0.
I-A SIM ""FOR WORMTO
o n DATE N Id1TE ... Helping you make good dean water A.C.N. 010252418 RQTN DAT609/12/11 1108-1550-01-08 a
Page 61
APPENDIX F WATER AND SOIL QUALITY SAMPLING MAP [OCR of page images] APPENDIX F WATER AND SOIL QUALITY SAMPLING MAP
Page 62
I 1. 1 11
J_1.
Water Sample Point
0 I S011 Sample PL, - EVEL - COMMEPCI PREC
Figure F-1: Sample Location Map of Surface Water and Soil Samples
Page 63
GENERAL NOTES:
1. ALL WORK ON THIS CONTRACT IS TO BE CARRIED OUT W ACCORDANCE WITH THE JOB SPECFKA71N AND TO THE SATISFACTION
DRAWING SCHEDULE
OF THE LOCAL AUTHORITY AND THE ENGINEER, ASPHALT TYPE DGIO
MINIMUM COMPACTED DEPTH
2. THE CONTRACTOR IS TO CONTACT ENERGEX. TELSiRA. COUNCIL AND OTHER SERVICE AUTHORITIES AND LOCATE EXISTING 30" ON HOT BITUMEN 10525 -C1 CIVIL WORKS NOTES AND
UNDERGROUND SERVICES PRIOR TO CONSTRUCTION. PRIMER 0 1.0 I /mN. DRAWING SCHEDULE
3. CONOUT LOCATIONS N SHOWN ON THE PLANS ARE PROVISIONAL ONLY AND THE CONTRACTOR IS TO LIAISE WITH THE ENGINKER, 1052541 SITE FRONTAGE WORKS
TELSTRA AND THE ELECTRICAL CONSULTANT FOR THEIR FINAL PLANS IMMEDIATELY PRIOR TO LAYING ROAD AND FOOTPATH
(OMWIiS.
PLAN
4. THE ENGIEERNG DESIGN IS BASED PARTLY ON A DATA TERRAIN MODEL COMPUTER GENERATED FROM THE SITE SURVEY AND SOME 10525-(3 FRONTAGE WORKS
ELEMENTS OF THE SURVEY DATA ARE INTERPOLATED AND MAY VARY FROM THE ACTUAL SITE CONDITIONS. THE CONTRACTOR DETAILS
SMALL LIAISE WITH THE ENGINEER AND SURVEYOR AND SET OUT TNF WORKS OILY FROM APPROVED REFERENCE PEGS AN LEVEL
BENCH MARKS.
10525-(4 BULK EARTHWORKS
S. THE CONTRACTOR IS TO ORGANISE HIS WORKS SO THAT EROSION. DEPOSITION OF T. AND STORMNATER RUNOFF FROM IHE NOB COMPACTED SUBGRADE TO PLAN SHEET 1
SITE DOES NOT EXCEED THE PRE (OISTRU(TDN RATES AT ANY PONT AS A RESULT OF HIS ACTIONS. LEAN MIX PAVEMENT
95% RELATIVE DENSITY
6. (LEAR All VEGETATION FROM HOSE AREAS TO BE EXCAVATED OR FILLED. N OTHER AREAS WHERE CLEARING IS SPECIFIED. COPACTED N 200.0 LAYERS s EXISTING PAVEMENT TO BE
SELECTED (LLARING ONLY 5 TO BE CARRIED OUT BY RETANNG THOSE TREES MARKED BY THE ENGINEER AND LEAVING THE AREA TO 1N% RELATIVE DENSITY CUT BACK UNTL FULL DEPTH
10525-CS BULK EARTHWORKS
N A CONDITION SUITABLE FOR SLASHING PAVEMENT EXPDSED PLAN SHEET 2
7. THE CONTRACTOR IS TO PRESENT DP THE ANI FOR ON- MAINTENANCE AND OFF-MAT NTENANCE INSPECTIONS WHEN DIRECTED BY
10525-(6 BULK EARTHWORKS
THE ENGINEER WITH ALL PIPES. ROADS AND ALLOTMENTS FREE OF RUBBISH OR SILT AND WITH FOOTPATHS AND PARK AREA
SLASHED OR MOWN. AND UIDERGROUA2 SERVICES OPENED FOR INSPECTION.
PAVEMENT JOINT DETAIL DETAILS
ROAD WIDENING - DAVID LOW WAY
0. NO WORK IS TO COMMENCE ON THE SITE UNTIL THE APPROVAL OF THE COUNCIL HAS BEEN RECEIVED N WRITING AND AN OFFICIAL 1052547 LINEMARKING AND SIGNAGE
PRE-START MEETING WITH A REPRESENTATIVE OF COUNCIL, AND THE ENGINEER HAVE BEEN HELD. THE CONTRACTOR IS TO OBTAIN 1T 3-VV ^i V1/^^
A COPY OF THE MINUTES OF THE PRE-START MEETING AND SHALL COMPLY WITH ALL REQUIREMENTS THEREOF.
9. ALL CONSIRUTION IS TO BE SET OUT BY THE CONTRACTOR FROM PEGGING OF ROAD CENTERlIE, MANHOLE POSITIONS, LOT 10525-18 (ROSS SECTIONS AND ROAD
STAKING AND TBMS PROVIDED BY THE PRINCIPALS LICENSED SURVEYOR.
LONGITUDINAL SECTION
EARTHWORKS NOTES
E
E
L CLEAR All. VEGETATION FROM THOSE AREAS TD BE EXCAVATED OR FLIED. ALL RUBBISH INCLUDING DEBRIS FROM CLEARING IS TO
BE DISPOSED IN ACCORDANCE WITH THE STANDARDS OF THE LOCAL AUTHORITY. BURNING WILL NOT BE ALLOWED ASPHALT TYPE DG10 MINIMUM COMPACTED DEPTH
THESE DRAWINGS ARE TO BE READ N CONJUNCTION
30mm ON HOT BITUMEN PRIMER 0 1.0 I /m2.
2. ALL ORGANIC MATERIAL. TOPSOIL, AND UNSUITABLE SUBGRADES ARE TO BE STRIPPED FROM THE AREA TO BE FILLED AND WITH CfOTECHNI(AL REPORT No. 001-16DA
REMOVED FROM THE SITE EXCEPT THAT SUFFICIENT TOPSOIL IS TO BE RETAINED FOR RESPREADING TO A MINIMUM DEPTH Of 100mm BY BUTLER PARTNERS PTY. LTD.
ALL OVER THE SITE AFTER FILLING TO LEVEL WITH IMPORTED FILL. AFTER STRIPPING AS ABOVE THE WHOLE SITE IS TO BE DATED APRIL 2010
COMPACTED AND PROOF ROLLED TO THE SATISFACTION Of THE BASE COURSE UNBOUND PAVEMENT TYPE 2.3. ICBR LSI
GEOTECHNICAL CONSULTANT PRIOR TO PLACING OF IMPORTED FILL.
MIN. COMPACTED THICKNESS: 125mm. MIN. COMPACTION: 100% ROD.
3. FILLING IS TO BE CARRIED OUT IN CONTROLLED LAYERS NOT TO EXCEED 200" DEPTH BY 2500 m'. EACH LAYER IS TO BE
COMPLETELY COMPACTED TO
A MINIMUM OF 95% RELATIVE DRY DENSITY FOR COHESIVE SOILS OR A MINIMUM DENSITY INDEX OF 70% FOR NON-COHESIVE SOILS AND SUB BASE (OURSE: UNBOUND PAVEMENT TYPE 2.3. ICBR 45)
TESTED AND APPROVEO BY THE GEOTECHNICAL CONSULTANT PRIOR TO THE PLACEMENT OF THE NEXT LAYER. THE TOP 300mm Of MIN. -COMPACTED THICKNESS: 12Smm. AN. COMPACTION: 100% ROD).
THE ROAD SUOGRADE I5 TO BE COMPACTED 10 A MINIMUM OF 98% RELATIVE DRY DENSITY.
LOWER StH BASE COURSE: INBOUND PAVEMENT TYPE 1.5. ICBR 15)
4. THE WHOLE OF THE MATERIAL IN ANY PARTICULAR LAYER SHOULD BE HOMOGENOUS, AND IF NECESSARY SMALL QUANTITIES OF THICKNESS AS INSTRUCTED. MN. COMPACTION 100% ROD.
FILL DIFFERING FROM THE REST SHOULD BE SPREAD AS A THIN LAYER OVER THE WHOLE SITE AND INCORPORATED INTO A FULL !PRDVSIO.SAL .-- -.,
LAYER. IN A NT/FILL SITUATION THE GEOTECHMCAL CONSULTANT MAY DIRECT THAT ANY EXISTING SOIL WITHIN 600mm OF THE
FINISHED SURFACE LEVEL BE REMOVED AND REPLACED WITH FILL EQUIVALENT TO THE GENERAL FILL MATERIAL. THE MATERIAL SO
REMOVED MAY, F IT OTHERWISE MEETS THE SPECIFICATION, BE USED AS GENERAL NATURAL SUBGRAU MN. 95% ROD FOR FILL PLACED TO WITHIN 300" OF LEVEL AND 97% R00 FOR THE TOP 300" BELOW THE
FILL AS ABOVE.
FINISHED SUBGRADE LEVEL.
S. IMPORTED FILL IN ALLOTMENTS IS TO CONSIST OF IDFDGENOUS MATERIAL CONTINUOUSLY GRADED WITH A MAXIMUM PARTICLE SIZE
OF 100", A MAXIMUM LINEAR STNN(AGE OF 8%, AND A MOISTURE CONTENT BETWEEN -2% TO r2% OF OPTIMUM MOISTURE
CONTENT AT THE TIME OF COMPACTION. IMPORTED FILL IN ROADWAYS IS TO CONSIST OF HOMOGENOUS MATERIAL CONTINUOUSLY
GRADED WITH A MAXIMUM PARTICLE SIZE OF 100nm, A MINIMUM (BR OF B. AND A MOISTURE CONTENT BETWEEN -2% TO e2% OF o M K.N. DEPTH TO BE DETERPIALD 3° LID ENGINEER AFTER 115111NG OF THE INSITU SUB-GRADE.
OPTIMUM MOISTURE CONTENT AT THE TIME Of COMPACTION.
6. THE CONTRACTOR SHALL ENSURE THAT ALL WORK IS CARRIED OUT, TESTED AND CERTIFIED AS CONTROLLED FILL IN COMPLIANCE
WITH 45.3790 'MIN ON EARTHWORKS FOR COMMERCIAL AND RESIDENTIAL DEVELOPMENTS'. ALL TESTING AND INSPECTIONS
ARE TO BE CARRIED OUT BY A NATA CERTIFIED LABORATORY APPOINTED BY THE GEOTECN(AL CONSULTANT N ACCORDANCE
TOPSOIL:
WITH LEVEL ONE TESTING AS SET OUT N APPENDIX 8 OF AS.3790. THE CONTRACTOR SHALL PROVEN CERTIFICATION TO Tit ENGINEER
TOPSOIL IS TO BE REMOVED. STOC PLED. AND REUSED TO COVER ALL DISTURBED EARTHWORKS TO A MINIMUM COMPACTED DEPTH Of
ON COMPLETION OF THE EARTHWORKS.
75a AND GRASSED.
NOTE
7. ALL `UNCONTROLLED FLL- IDENTIFIED ON SITE 10 BE REMOVED TO NATURAL SURFACE LEVEL AND. IF SUITABLE. REUSED AND
ALL PAVEMENT WORK IS TO BE MARRED OUT N ACCORDANCE WITH SUNSHINE COAST REGIONAL COUNCIL TAOOFLKS AND
PLACED AS SPECIFIED ABOVE.
SPECIFICATIONS.
PAVEMENT DETAIL
ROAD EXTENSION - LANEWAY
TOD CONSULTING PTY. LTD.
PROPOSED ACCOMODATION AND CIVIL WORKS NOTES AAA 71 PI MS 9m
20 Mary Slred, N.,sanllr
COMMERCIAL DEVELOPMENT AND DRAWING TOD PD. Bow 61, Noo,o,lIIr 010 1566
Phone 1091 5119 9600 Fns 1011 5449 9494
(Mall rnquiriesOlodronsuIIlnq.rom
Wrh wv IakonsuIti-9 n
'ESSENCE OF PEREGIAN' SCHEDULE
DAVID LOW WAY (11 STAGE I AND 2
21.11.11 AMEHDEO AS CLOUDED
11.10.11 AMENDED AS CLOUDED
ENGINEERS
STRUCTURAL CIVIL
0n1'S. PRYSIUPA m,.m A. VENESS
4mnm [IrtSa
Om+ MAY 2010
,IN MN
..,J w nr
PEREGIAN BEACH for essence 2108.11 CONSTRUCTION STAGING ISSUE
30.11.10 OPERATIONAL WORKS ISSUE
10.06.10 OPERATIONAL WORKS ISSUE
B. GEORGE
AW..d
H. GRAY N/A
A911
Nhtit, r SCANLON PROPERTY GROUP 20.05.10 PRELIMINARY ISSUE
10525
m,+n9 w
Cl
Page 64
KERI fns:-1
HYD ^! 2
GRATED DRAIN T F6cI
KERB ^N11I PIT TO HYDRAULIC SEMI-MOUNTABLE
HYDRAULIC ENGINEERS DETA
ENGINEERS DETAILS.
NEW BARRIER
KERB AND
^^D--, - -•^ ....'---'ate- '; SIMI-MC1:41 A0 I ^uLL-1, i^r' T .t. q r
r-._
IHANNEL NEW R.C. DRWFWAY
EXTEND EXISTING -r ,
DRAINAGE WORKS TO p°dD
HYDRAULIC O^
MI M NTABLV l
ENGINEERS DETAILS.
KER SM2
M d -^,a _^^ I^ ^ 2 t ^ ^i
ny
ii nq II
J
R I II E ^,^ ,1\ 1^
KERB
Jot-
LHYDRAUUC-us->_'. __,-.
aBN(IIDES 9EA SEMI'MQRITABLf
RELAYING OF EXISTING sti . S1L2
PIPEWORK TO SUIT NEW ROAD
LEVELS 10 HYDRAULIC
ENGINEERS DETAILS,
EXISTING ASPHALT
PAVEME-lOTTOlkAVE A
30mm ASPHALT OVERLAY
AFTER ALL CONSTRUCTION
EQUIPMENT/MATERIAL
-- -
DELIVERY VEHICALS ARE NO ---
LONGER REQUIRED ON SITE.
maw
x rn
C-3! Frl'
EXISTING CONCRETE p
x F'` NEW FOOTPATH ^^ - -
DRIVEWAY CROSSING
4v I MINIMUM UM WIDTH TO
EBE T.Om TYPICAL.
oI RUBBLE LINED DRAW
TD HYDRAULIC APPROXIMATE PO I110N OF
ADS- A' JNUIIEERS DETAI. ?1 GRATED DRAIN TO RELOCATED BUS HELTER.
HS'DRAULIQ
\. ^ \^ _'_ .ADD I "
ENGINEERS DETAILS. RUBBLE LINED DRAIN
TO HYDRAULIC
ENGINEERS, DETAILS.
d
ba<A a[ Ke.e
_ _ -SAS^EIir E ASPHALT: _^,
LFDR NEW OVERLA AND
pBLEND JP4XISTING\,
LEVELS
RAISE WATER ACCESS
POINT HATCH 10 SUIT BLEND T ING
NEW FOOTPATH LEVEL PAVEMENT LEVELS
DENOTES EXISTING AS REQUIRED.
TREES TO REMAIN. EXISTING CO
DENOTES FINISHED
10 8 6 4 2 0 SURFACE LEVELS
SCALE I:2DO DENOTES EXISTING
SPOT LEVELS
f1RAWINh HILL
TOD CONSULTING PTY. LTD.
PROPOSED ACCOMODATION AND SITE FRONTAGE 1.6A 19 m NO SM
10 Mary surd, N--Ili,
.y..pw ww COMMERCIAL DEVELOPMENT WORKS PLAN TOD PO Boo 61, Noosabillr OLD 4566
Phone 1071 5149 9600 Foe ID11 5149 9491
EMad enquiriesOtodnsatling(on
Web woo Iadronsulhngcon,
o«rs e..a nn 'ESSENCE OF PEREGIAN STAGE 1 G 11.11.11 REVISED TO SUIT COUNCIL RA
ENGINEERS
del.
F 14.08.11 CONSTRUCTION STAGING LSSIi1 U.n. PRYSTUPA I nar A. VENESS MAY 2010
DAVID LOW WAY E 30.11.10 OPERATIONAL WORKS ISSUE
STRUCTURAL CIVIL (6x6'
B. GEORGE H. GRAY 1x00
^n"np 9wrM.^ PEREGIAN BEACH for essence D
C
8
6.07.10
15.06.10
10.06.10
SITE PLAN UPDATED
ASPHALT OVERLAY ADDED
OPERATIONAL WORKS ISSUE
91.er b.
2 8
Avs.e..d Darr
AID
aaxu-0 SCANLON PROPERTY GROUP br
A 28.05.10
W.
PRELIMINARY ISSUE
bewq rnrr
bo w
10525
Ororp w
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Page 65
10mm COMPRESSIBLE PROVIDE A PAREHFM 'OOWELFORM'
PRAM RAMPS TO COMPLY WITH MATERIAL WITH A 10mm SLEEVE WITH A 016 INSERT TO APPROVED TOOL JOINT AT R16-3OB GALVANISED OLWEL 1 NR BAR
BARS. 400 LONG SUPPORTED ON 10mm COMPRESSIBLE
IPWEAD SIANOARG DESIGN. SEALANT CAPPING ALLOW FOR LATERAL MOVEMENT LOCATIONS ON PLAN
. DOWEL CRADLES OR FAR (HAIRS- MATERIAL WITH A 10mm
RIFER IPWEAD SHEETS RIO TO EVERY DOWEL. I
SEALANT CAPPING
EXISTING SLAB
STOP MESH 50mm EACH SIDE
A16-300 GALVANISED DOWEL BARS. 300 LONG,
OF JOINT AND PRIVIDE 1 N12
REFER SLAB NOTE DRILL AND EPOXY GROUT 100 INTO EXISTING
BAR EACH SIDE OF JOINT,
SLAB. PROVIDE A PAR(HEM 'DOWELFORM' SLEEVE
R16-300 GALVANISED DOWEL BARS, 400 LONG, WITH A 016 INSERT TO ALLOW FOR LATERAL
SUPPORTED ON DOWEL CRADLES OR BAR (HAIRS. CONSTRUCTION JOINT CJ2 MOVEMENT TO EVERY DOWEL,
CONSTRUCTION JOINT CJ1 (CONTRACTION JOINT - CONCRETE MAY BE CONSTRUCTION JOINT CJ3
POURED CONTINUOUSLY THROUGH JOINT)
(EXPANSION JOINT) 30MPa CONCRETE
30MPa CONCRETE
30MPa CONCRETE APPROVED CUT JOINT
CUT ALTERNATE WIRE
14- 5L12 MESH OF MESH ALONG LINE
01 SO COVER
(J1 d( i OF JOINT
SEMI-MOUNTABLE
KERB SM?
SOmm SAND ALL JOINTS MUST BE APPROVED
250 a? BEDDING PRIOR TO CONSTRUCTION
SEMI-MOUNTABLE
KERB SM2 STORAGE TANK CRACK CONTROL
EXTERNAL WAS R SLAB REFER
PRA.1.
:
,•^y,^,^
1 gAMPS TO COMPLY WITH
s 01,
STRUCTURAL SHEETS 531 AND JOINT - CCJ
S32
IPWEAd STANDARD DESIGN. 30MPa CONCRETE
REfltR2 TO PWEAO SHEETS SEQ
R,190 AND SED R-091. TYPICAL.
KERB AND CHANNEL NOTES:
1.REFER TO IPWEAQ STD DWG SEO R-0080 FOR FILL DETAILS OF KERB AND
DENOTES 200mm THICK CONCRETE SLAB ON
DENOTES 100mm THICK CONCRETE SLAB ON CHANNEL.
GROUND REINFORCED WITH SL92 MESH TOP.
GROUND REINFORCED WITH SL72 MESH TOP. 2. SUBSOIL DRAINS ARE TO BE INSTALLED UNDER ALL KERB AND CHANNEL/KERB IN
30mm Cms, ON UNBOUND PAVEMENT TYPE
JO= COVER N5t SAND BEDDING ACCORDANCE WITH PWEAD STD 1 WOSEI2 R=0140 TJNLISS OTHERWISE--DIRECTED
2.S (CBS 151 1SOmm MIN. TFO(K, COMPACTED TO
TYPICAL U.N.O. BY THE ENGINEER.
100% ROD. TYPICAL U.N.O.
DENOTES 1S0mm THICK CONCRETE SLAB ON 3. CAPPED CLEANING CONNECTIONS SHALL BE PROVIDE AT THE HEAD OF DRAINS
GROUND REINFORCED WITH SL82 MESH TOP. DENOTES 2S0mm THICK CONCRETE SLAB ON
AND AT MAXIMUM 100m SPACES.
30mm COVER, ON UNBOUND PAVEMENT TYPE GROUND REINFORCED WITH SL92 MESH TOP. 30mm
4. OUTLETS SHALL BE PROVIDED AT ALL PITS. HEADWALLS, ENDS OF KERB AND
2.5 ICBS 1S) 150mm MIN. THICK, COMPACTED COVER, AND N16-200 EACH WAY BOTTOM, SOmm
COVER, ON UNBOUND PAVEMENT TYPE LS ICBS 15) CHANNEL/KERB OR OTHERWISE AT MAXIMUM 100m SPACES.
TO 100% ROD. TYPICAL U.N.O.
150mm MIN. THICK. COMPACTED TO 100% ROD. S. OUTLETS NOT AT DRAINAGE PITS OR HEADWALLS SHALL BE PROVIDED WITH A
TYPICAL U.N.O. CONCRETE HEADWALL AND APRON WITH MARKER POST.
NEW R.C. FOOTPATH.
FULL DEPTH 10mm
MINIMUM WIDTH ID
COMPRESSIBLE MATERIAL 150 150 4SC
BE 2.Om TYPICAL.
WITH A 10mm SEALANT
CAPPING.
PROFILE TD
HATCH SURFACING FALL
SITION OF EXISTING TO INVERT AND
C
SHELTER. PIT
2004EAN MIX
200mm LEAN MIX
rr
SELECTED FILTER SELECTED FILTER MATERIAL
MATERIAL AS SUBSOIL CLEANING AS PER COUNCIL SPEC.
PER COUNCIL POINT TO DETAILS ON
PRAM RAMPS TO COMPLY WITH SPEC. IPWEAD SID DWG No
IPWEAQ STANDARD DESIGN. TYPE A OR B CLEANING
R 0146.
REFER TO IPWEAQ SHEETS SED CONNECTION
13.800
R-090 AND SEO R-091. TYPICAL-
EAISTNG CONCRETE ME 100 0 SLOTTED
EXISTING KERB AND '
RI CORRUGATED P.P.C. PIPE
CHANNEL TO BE REMOVED
EXISTING PEDESTRIAN
CROSSING
LOW h m
200 MN
225 MIN
WAY
1086420
L1 I I I I
SEMI-MOUNTABLE KERB TYPE SM2 BARRIER KERB AND CHANNEL
SCALE 1:200
PAO)t41 DRAWING TITLE ASSOCIATED CONSULTANT
TOD CONSULTING PTY. LTD.
PROPOSED ACCOMODATION AND SITE FRONTAGE GAG: 92UNS9I:I
i
4Lx m01M100
10 Mory Slred, it, OLlte
COMMERCIAL DEVELOPMENT WORKS DETAILS TOD P0. B.. 61, Noosarill 010 4566
Phone 1071 5449 9600 Fo. (07) 5449 9494
EMolt enqulries0todconsuIting.rom
Web wow Iodconsull.ngcon
'ESSENCE OF PEREGIAN'
DAVID LOW WAY
PEREGIAN BEACH for
(A
essence
STAGE 1 II
G
F
E
0
C
21,11.11
11.10.11
24.09.11
30.11.10
6.07.10
15.06.10
REVISED TO SUIT COUNCIL All
AMENDED AS CLOUDED
CONSTRUCTION STAGING ISSUE
OPERATIONAL WORKS ISSUE
SITE PLAN UPDATED
ASPHALT OVERLAY ADDED
CARL BRUNS.U
ENGINEERS
STRUCTURAL CIVIL
"S. PRYSTUPA
"""B. GEORGE
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or.on
[t«A.e
AM...6
A. VENESS
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0.7.
5004.
MAY 2010
B 10.06.10 OPERATIONAL WORKS ISSUE o,rGN! 0D 3011 C20
SCANLON PROPERTY GROUP A
Au
28.05.10
W.
PRELIMINARY ISSUE
D,." .-d
1.6
10525
Or.oI g N.
C3
The text continues on page 66.
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