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MCU14/0106 Appendix E - Engineering Report
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J13041
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QIC Noosa Civic Pty Ltd
November 2014
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Full text of sections 2 to 155 (of 175)
Section 2
Noosa Civic
Engineering Report
Contact Information Document Information
Cardno (QLD) Pty Ltd Prepared for QIC Noosa Civic Pty Ltd
ABN 57 051 074 992 Project Name Noosa Civic
File Reference O:\J13041\WP\engineering
Level 11 Green Square North Tower
report\engineering
515 St Paul’s Terrace
report.docx
Fortitude Valley QLD 4006
Locked Bag 4006 Fortitude Valley Job Reference J13041
Date November 2014
Telephone: 07 3369 9822
Facsimile: 07 3369 9722
International: +61 7 3369 9822
[email protected] Noosa Civic Pty Ltd Version 1 November 2014
engineering report_final.docx Page ii
Section 3
Noosa Civic Engineering Report Table of Contents 1 Introduction 1 2 Water Supply and Sewerage 2 3 Electricity Supply 5 4 Geotechnical and Acid Sulfate Soil Issues 6 5 Groundwater 7 6 Construction and Earthworks Management Plan 8 7 Stormwater Management Plan 9 Tables Table 2-1 Noosa Civic Extension Equivalent Persons 2 Table 2-2 Noosa Civic Extension Demand and Flow Projections 3 Figures Figure 1 Electricity Reticulation Figure 2 Detention Basins Figure 3 Bio-retention Basins Appendices Appendix A Geotechnical Report Appendix B Construction EMP Appendix C Erosion and Sediment Control Plan Appendix D Stormwater Management Plan Appendix E Civil Drawings QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page iii
Section 4
Noosa Civic Engineering Report 1 Introduction QIC Noosa Civic Pty Ltd (QIC) is proposing to expand Noosa Civic located at 28 Eenie Creek Road, Noosaville, within Noosa Shire. The site to be developed is east of the existing shopping centre, and is currently in an undeveloped natural state. Cardno (Qld) Pty Ltd (Cardno) has been commissioned to provide engineering and environmental management planning services to QIC in relation to the construction and use of the proposed expansion. QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page i
Section 5
Noosa Civic
Engineering Report
2 Water Supply and Sewerage
There is a proposal to extend Noosa Civic. The existing centre is located on Eenie Creek Road, Noosaville,
and is within Unitywater’s water supply and sewerage service area. All water and sewer planning for the
proposed extension will be undertaken in accordance with Unitywater’s design criteria as detailed in the 2013
South East Queensland Design and Construction Code - Design Criteria.
The proposed extension to the centre will include the approximate increases in Gross Floor Area – Retail
given in Table 2-1 below. As per Unitywater’s design criteria an Equivalent Person (EP) is used for water
and sewer planning. Unitywater prescribes a density for both water and sewer EPs, as per its Schedule of
Works (Version 1.0, 25 June 2014). The adopted densities for water and sewage respectively are:
1.32 EP per 100m2 Gross Floor Area (GFA); and
1.54 EP per 100m2 Gross Floor Area (GFA).
A summary of the projected EP’s is detailed in Table 2-1. It is noted that GFA figures are not currently
available, and that GLA (Gross Leasable Area) has been used as a close analogue.
Table 2-1 Noosa Civic Extension Equivalent Persons
Development Type GLA (m2) Equivalent Persons (EP)
Water Sewer
Discount Department 5,400 71.3 83.2
Store
Supermarket 1 1,550 20.5 23.9
Supermarket 2 4,000 52.8 61.6
Mini Major 3,550 46.9 54.7
Food 310 4.1 4.8
Restaurant 900 11.9 13.9
Retail 5,840 77.1 89.9
Kiosk 250 3.3 3.9
Gymnasium 460 6.1 7.1
Multi-Use Area 430 5.7 6.6
TOTAL 22,660 299.5 349.4
QIC Noosa Civic Pty Ltd Version 1 November 2014
engineering report_final.docx Page ii
Section 6
Noosa Civic
Engineering Report
The projected peak flows developed as per Unitywater’s Desired Standards of Service (DSS) are detailed in
Table 2-2 below. Average Day demands are based on a projected use of 230 L/EP/day for water, and 210
L/EP/day for sewer.
Table 2-2 Noosa Civic Extension Demand and Flow Projections
Service EP Average Day Mean Day Peak Day Peak Hour (PH – L/s)
(AD – kL/d) Maximum (PD – kL/d)
Month
(MDMM –
kL/d)
Water 299.5 69 103 137 2.2
Service EP Average Dry Weather Flow Peak Wet Weather Flow (PWWF – L/s)
(ADWF – kL/d)
Sewer 349.4 73 4.23
A report recently prepared previously by Cardno for a nearby development (Noosa on Weyba, Cardno 2013)
in the same service area was used to gain an understanding of the network capacity within the vicinity of the
proposed Noosa Civic expansion. This review ascertained network capacities in both the water and sewer
service networks. It was determined that sufficient capacity is currently available in each network for the
proposed expansion without the need for significant enhancement.
This finding will need to be confirmed with Unitywater prior to planning approval being granted. A relevant
application for assessment has been lodged with Unitywater but Cardno was still awaiting a formal response
at the date of lodgement of this current with Council.
The report prepared by Cardno for a nearby development is publically available on
http://www.paulsummersplanning.com.au/ClientPage_files/FoLW_files/Documents/20131028Att15ReportWa
terSupply&Sewerage.pdf.
Water Supply
Noosa Civic is located within the Noosa Industrial DMA water supply zone. An existing 600 mm diameter
trunk main along Eenie Creek Road, is the primary service main for Noosa and is in close proximity to the
proposed expansion. For the 2013 Cardno report referenced above (Noosa on Weyba), the external supply
network was assessed by MWH for additional growth. The relevant conclusions of the MWH report were:
Under maximum hour demand conditions Unitywater DSS were met at the proposed development site and
within Noosa Industrial DMA during the 2038 planning horizon.
Under fire flow demand conditions Unitywater DSS were met at the proposed development site and within
Noosa Industrial DMA during the 2038 planning horizon.
No augmentation of the existing network is required.
Sewerage
The proposed development site is within the Noosa Coastal sewerage scheme. The Noosa Coastal
sewerage scheme flows are treated at the Noosa Heads Sewage Treatment Plant (STP).
Noosa Civic is within the Noosaville Industrial sewerage catchment area. This catchment is primarily a
residential catchment discharging to a larger pump station (NVL011) which discharges via a 200 mm
diameter rising main into the trunk gravity mains along Eenie Creek Road. Twin gravity trunk mains convey
flow from the Noosaville Industrial and other catchments to a large pump station, NVL040. NVL040 captures
flow from all catchments to the west of Eenie Creek and conveys flow via a 450 mm diameter rising main to
the Noosa Heads STP.
QIC Noosa Civic Pty Ltd Version 1 November 2014
engineering report_final.docx Page iii
Section 7
Noosa Civic Engineering Report NVL011 is located to the south of the existing Noosa Civic along Rene Street. The 2013 Cardno report noted the capacity at NVL011 is limited. The NVL011 catchment has projected growth of approximately 2,060EPS to 2,900EPS (+840EP). Current capacity of the installed pump units is approximately 34L/s (or 2,797EPS). The Noosa Civic expansion will include an additional 350 EP. It is not expected the inclusion of the proposed expansion will significantly impact the operation of NVL011. Review of the 2013 Cardno report referenced above indicated the Noosa Coastal catchment has limited capacity for growth within the zone. However, the downstream trunk network has capacity. It is noted that Unitywater has previously advised that the Noosa heads STP is operating within its licence limits and has capacity to accommodate growth within the existing catchments, up to Planning Horizon 2015. Beyond 2015 it is expected a programmed augmentation will enable further capacity. In conclusion, the analysis and our understanding of the network supports the finding that sufficient capacity exists within the existing water supply and sewerage service networks to cater for the expansion of Noosa Civic. It is recommended that further detailed analysis be undertaken to confirm the network capacities and infrastructure requirements to service the expansion and any impact on the network external to the proposed expansion. QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page iv
Section 8
Noosa Civic Engineering Report 3 Electricity Supply The proposed development is within the Energex electricity distribution area. Based on the area of the proposed development, the maximum demand for the proposed development will be approximately 3-4MVA. Therefore, approximately four 1MVA 11kV/400V transformers will be required to serve the proposed development. Since the maximum demand is over 1MVA, Energex will require the site to connect via the Energex Large Customer Connection process. There is an Energex pre-feasibility enquiry form that can be completed to determine the impacts on existing Energex infrastructure. This enquiry will be undertaken at an appropriate time prior to planning approval being granted. Based on a desktop audit of the DBYD Energex maps, it seems that conduits have been installed in the current Noosa Civic centre for future electricity cabling to serve the proposed development (see sheets 4 & 5 in the attached Figure 1). Potentially there is scope to take an 11kV supply from the existing transformer SG765138, and reticulate through existing conduits to serve new 11kV transformers as required for the proposed development. If the existing 11kV reticulation in the area is close to its maximum loading, a new 11kV circuit may be required from a 33/11kV distribution substation. The closest distribution substation is located on Eumundi Road approximately 1.3km from the proposed development site. Based on this desktop audit, there are no major issues in providing electricity to the site, subject to confirmation from Energex. Discussions on the project have commenced with Energex, but no formal response has yet been received. QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page v
Section 9
Noosa Civic Engineering Report 4 Geotechnical and Acid Sulfate Soil Issues A detailed sub-surface geotechnical investigation was completed by Golder Associates prior to the development of the existing Noosa Civic site in August 2004 (Report on Geotechnical Investigation – Noosa Business Centre – Stage 1, Golder Associates Pty Ltd, August 2004). 21 test pits and boreholes with depths varying from 2.50 to 5.00 m were excavated across that part of the site west of the OS7 area. The results for the testing showed a consistent profile across the area of investigation, with silty and clayey sand at the surface generally overlying silty and sandy clays grading at depth into low strength sandstones. A copy of the previous report in included herein as Appendix A. GA15, GA11, GA17 and GA18 are located generally close to the western boundary of the proposed development. The logs for each of these test pits show consistent stratigraphy with sands overlying sandy clays. No evidence of sandstone was found in these eastern pits which were excavated to depths of 2.50 to 3.00 m. Test pits GA11, GA17 and GA18 were terminated at levels of 3.50, 2.00 and 1.50 m AHD respectively. At this stage, no test pits have been dug on the development area, since to do so will require significant removal of vegetation and other land disturbance. However, surface investigation provides no sign that sub- surface conditions will vary from that found on the western part of the Noosa Civic site. Golder Associates concluded that all materials should be excavatable using conventional earthmoving equipment, and that the sand and clays soils won by excavation would be suitable for reuse as structural fill. It is noted that the extent of fill required for the development is significantly less than on the western part of the Noosa Civic site, primarily because of the presence of the undercroft carpark. A significant volume of material excavated from the site will need to be disposed of as spoil external to the project. It is proposed that a level of geotechnical investigation to confirm the above findings will be undertaken prior to the commencement of construction. This will include excavation of test pits across the site east of OS7. Golder Associates also undertook an acid sulfate soils investigation for the existing Noosa Civic site (Section 7 of the Geotechnical Investigation Report). According to acid sulfate soil mapping prepared by the Department of Natural Resources, the site is defined as “land >5 m AHD with a low to negligible probability of ASS occurrence”. Both field and laboratory tests were undertaken on soil samples collected from test pits GA17 and GA18, albeit at levels below 5.0 m AHD. It was determined that there was negligible probability for the occurrence of Potential Acids Sulfate Soils (PASS) on the site, which was expected since the tested layers were above the water table level, i.e. soils on the site are likely to have already been oxidized by exposure to the atmosphere. Correspondingly, the soils displayed slight actual acidity. Surface soils in these tests (at 5.0 m AHD) required a minimal liming rate of about 5 kg of lime per tonne of soil. The proposed floor level of the undercroft carpark is 5.5 m AHD. Allowing for excavation for concrete slab construction purposes, the minimum level of excavation generally over the site will therefore be approximately 5.2 m AHD. There will be a small basin adjacent to the undercroft carpark associated with a stormwater detention and bio-retention basin that will include excavation below 5.0 m AHD. The State Planning Policy for Queensland specifies that acid sulfate investigations should be undertaken where disturbance takes place below 5.0 m AHD, and the volume of excavation is at least 100 m 3. In this case, the volume of excavation below 5.0 m AHD is likely to exceed 100 m 3, and an acid sulfate soils investigation will therefore be required. It is noted that the previous testing was undertaken at a time when no distinction was drawn between sulfidic and organic acidity. The source of the actual soil acidity in this case is not known, but may in fact be organic since no sulfur content was detected during testing. Council’s Planning Scheme (Natural Hazards Overlays Code) also requires acid sulfate soils assessment when earthworks are undertaken below 5.0 m AHD. Given the small area of disturbance in the proposed detention basin (see Figure 2) the requirement for acid sulfate soils investigations will be relatively minor. In addition, it is unlikely that extensive treatment of acid sulfate soils will be required because of the low acid generating capacities of the existing soils. These investigation works will be undertaken prior to commencement of any earthworks on site after relevant site clearing has taken place. QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page vi
Section 10
Noosa Civic Engineering Report 5 Groundwater Previous geotechnical assessment across the site (Report on Geotechnical Investigation – Noosa Business Centre – Stage 1, Golder Associates Pty Ltd, August 2004), particularly on the eastern boundary of the existing development, disclosed no presence of groundwater down to levels of 1.5 m AHD. Given that the plans for the proposed development require earthworks down to 5.2 m AHD, it is expected that groundwater issues will not be significant during the construction phase of the project. It is expected that the presence or otherwise of groundwater on the development site will be determined during the geotechnical investigation proposed for that area prior to commencement of construction. However, existing information indicates that it is quite unlikely that groundwater will be encountered during the construction phase. QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page vii
Section 11
Noosa Civic Engineering Report 6 Construction and Earthworks Management Plan This project will be constructed using standard construction materials and methods. The first stage of the project will involve the clearing of vegetation across that part of the site designated for development. Suitable erosion and sediment control measures (see the Erosion and Sediment Control Plan, Appendix C) should be implemented on site prior to removal of vegetation. It is proposed that that the part of site designated for earthworks is be stripped and cleared in one stage. However, it is noted that various stands of native vegetation on the site are to be retained, and it is important that the Construction Management Plan recognise this so that appropriate measures are adopted to protect this vegetation. It is proposed that areas of vegetation to be retained be fenced off from other areas so that there is a physical barrier to prevent damage/destruction of this vegetation during the construction phase. Areas of vegetation to be retained are shown on drawing no J13041-CI-C02. Prior to the commencement of earthworks, any topsoil will be stripped and removed from the construction area. An average stripping depth of 200 mm should be achieved to allow removal of any organic material in the surface layer. Large tree roots may require selective removal during site preparation. Earthworks are expected to be undertaken using conventional equipment such as scrapers, large excavators and trucks. Fencing is to be installed prior to any earthworks commencing on the site to ensure that the covenant area remains unaffected by construction activity. It is noted that some minor earthworks associated with road construction will batter down into the covenant area at its southern end (see drawing no J13041-CI-C03). It has been confirmed by expert site inspection that these works will not have a detrimental impact on any existing vegetation of high value. Earthworks construction will minimize dust emissions off-site by reducing earthwork activity during periods of high winds, and ensuring that an on-site water cart is available at all times. A Construction Environmental Management Plan has been prepared to control site activities during the construction phase and is included as Appendix B. A detailed Erosion and Sediment Control Plan is shown on drawing no J13041-CI-C05. The preliminary earthworks for the site are shown on drawing nos J13041-CI-C03 and C04. QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page viii
Section 12
Noosa Civic Engineering Report 7 Stormwater Management Plan A Stormwater Management Plan (see Appendix D) has been prepared to support the proposed Noosa Civic expansion. The key findings of the investigation are detailed below. Regional Flooding The Regional flood and storm tide mapping indicates that the proposed development will be above the regional flood events. Stormwater Quantity Without active mitigation, the proposed development is predicted to increase the peak rate of stormwater runoff from the site. Various detention basins utilising the surface car park areas and at the south-western corner of the site have been formulated to mitigate these increases in flow, as shown in Figure 2. Based on this analysis (see Appendix D), sufficient storage volume is available to adequately mitigate peak rates of stormwater discharge flows from the site. No adverse flooding impacts will occur external to the site. Stormwater Quality It will be necessary to treat runoff from the site to satisfy the water quality objectives defined by the State Planning Policy (DSDIP, July 2014) and Noosa Shire Council (Water Sensitive Design Code). Modelling of two approaches for the treatment of runoff was completed using the industry-standard MUSIC software. o Bio-basin Treatment For this scenario, runoff from the entire site was considered to be treated by a series of bio-retention systems as shown on Figure 3. o Water Re-use Tank and Bio-Basin Treatment For this scenario, a 300 kL rainwater tank capturing runoff from roof surfaces for suitable re-use purposes, with the remaining water to then be treated by bio-basins to the required standards, was considered. Both treatment scenarios were found to satisfy the applicable water quality objectives. A decision will be made at detailed design in relation to the solution to be ultimately adopted. Given the results obtained with respect to stormwater quality and quantity, it is considered that the site can be developed from a stormwater management perspective without producing unacceptable impacts. QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page ix
Section 13
Noosa Civic Engineering Report Noosa Civic FIGURES Figure 1 Electricity Reticulation Figure 2 Detention Basins Figure 3 Bio-retention Basins QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page i
Section 14
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Section 20
PAPER SIZE A3 Map has been designed to be reproduced in colour All underground cables shall be treated as being energised. Where a cable is located that is not represented on the ENERGEX EnerG/Se DBYD map, then ENERGEX shall be contacted immediately. For Emergency Situations Please call 13 19 62 4600 4700 4800 r v \ \ @Q \ O =- r@2_ MN \ % --oocT™ \<% L $G765187 ; 2 © A o &0 \ Gs 9145-0 Uves145_ = c / 7 \ XL 4 oS \ \ \ \ P2059138-A \ \ \ \ \ / 8200 \ 7 8200 \ > ¥ P2059137A 4% / 7 u765iéo. SA s SA SA S 42 N y2059120-A 2 P2059140-A 3 0 z 2 8100 504600m 4700 4800 This output provides details of the ENERGEX elactrical network. As variations may exist no responsibility is incurred by ENERGEX for the accuracy or completeness of the information provided. Exact positions of cables and electrical connectivity should be confirmed on site. UNCONTROLLED COPY alee * SgQyD energex GIS DBYD Date: 20 Aug 14 Time: 13.56.06 Requested By: DBYD SCALE 1:1000 20 ° 20m Enquiry No: 41126703 STRIP No: 6 Cable Voltage Less Than 33k A Ground Transformer Cubicle Transformer ™@™ Cable Voltage 33kV or Higher fm Ring Main Unit @) Metering Unit © Direer-Lay wv Link Pillar Conduit O [Service Pillar Multi-Section Junction Pillar Duct ’ Trench Cable Tray b> Cable Termination LE] Tunnel “Cable Marker J Pit ms = Cable Joint Street Light Pole Ig! il Earth Works Order Polygon LOCALITY DIAGRAM \ 5 Ns C /- . \ NOOSAVILLE _ a PAPER SIZE A3 Map has been designed to be reproduced in colour
Section 21
PAPER SIZE A3 Map has been designed to be reproduced in colour All underground cables shall be treated as being energised. Where a cable is located that is not represented on the ENERGEX EnerG/Se DBYD map, then ENERGEX shall be contacted immediately. 4800 For Emergency Situations Please call 13 19 62 4900 5000 5100 pee"? \ / N\ N N | \ \ \ \ \ / 8200 | ————~] 8200 2 s re) 6K 8 | 8100 50.4800m 4900 5000 5100 This output provides details of the ENERGEX elactrical network. As variations may exist no responsibility is incurred by ENERGEX for the accuracy or completeness of the information provided. Exact positions of cables and electrical connectivity should be confirmed on site. UNCONTROLLED COPY energex DBYD Date: 20 Aug 14 Time: 13.56.41 Requested By: DBYD SCALE 1:1000 20 ° 20m Enquiry No: 41126703 STRIP No: 7 Cable Voltage A Ground Transtormer less Than 33k Cubicle Transformer Cable Voltage 33kV or Higher t= Ring Main Unit @) Metering Unit © Direer-Lay wv Link Pillar O Conduit [Service Pillar Multi-Section Junction Pillar Duct . ”\ Trench J Pit — mi Cable Joint Cable Tray b> Cable Termination LE] Tunnel Cable Marker x} Street Light Pole li Earth Works Order Polygon [] PAPER SIZE A3 Map has been designed to be reproduced in colour
Section 22
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recuracy or completeness ofthe information proved. ect postions of cables ond ooctrical conneatviy should ba santrmed onsite. UNCONTROLLED COPY ae
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Section 23
PAPER SIZE A3 Map has been designed to be reproduced in colour
All underground cables shall be treated as being energised. Where a cable is located that is not represented
on the ENERGEX EnerG/Se DBYD map, then ENERGEX shall be contacted immediately.
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707 7900m N
This output provides details of the ENERGEX elactrical network. As variations may exist no responsibility is incurred by ENERGEX for the
accuracy or completeness of the information provided. Exact positions of cables and electrical connectivity should be confirmed on site.
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Section 24
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Section 25
PAPER SIZE A3 Map has been designed to be reproduced in colour
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Section 26
Noosa Civic Shopping Centre Development
Stormwater Management Plan
Cardno All Rights Reserved 2014. Scale 1:1,250 (A3)
Copyright in the whole and every part of this drawing belongs to Cardno and may not be used,
sold, transferred, copied or reproduced in whole or in part in any manner or form or on any media,
to any person other than by agreement with Cardno. This document is produced by Cardno
solely for the benefit of and use by the client in accordance with the terms of the retainer. Cardno
FIGURE 2
Concept Stormwater Quantity Management
does not and shall not assume any responsibility or liability whatsoever to any third party arising
out of any use or reliance by third party on the content of this document.
Aerial imagery courtesy of Nearmap, 2014
QIC GLOBAL REAL ESTATE
Section 27
Noosa Civic Shopping Centre Development
Stormwater Management Plan
RUNOFF RUNOFF
FLOW FLOW
EXTENDED DETENTION 200 mm
DEPTH WHEEL STOP
FILTER MEDIA 400 mm
TRANSITION LAYER 100 mm
DRAINAGE LAYER 200 mm
Cardno All Rights Reserved 2014. Scale 1:1,250 (A3)
Copyright in the whole and every part of this drawing belongs to Cardno and may not be used,
sold, transferred, copied or reproduced in whole or in part in any manner or form or on any media,
to any person other than by agreement with Cardno. This document is produced by Cardno
solely for the benefit of and use by the client in accordance with the terms of the retainer. Cardno
FIGURE 3
Concept Stormwater Quality Management
does not and shall not assume any responsibility or liability whatsoever to any third party arising
out of any use or reliance by third party on the content of this document.
Aerial imagery courtesy of Nearmap, 2014
QIC GLOBAL REAL ESTATE
Section 28
Noosa Civic Engineering Report Noosa Civic APPENDIX A Geotechnical Report QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page ii
Section 29
A.B.N. 64 006 107 857 Golder Associates Pty Ltd €. A A Golder Associat Unit 1 Dalton Centre, Newspaper Place, Maroochydore, Qid 4558 Australia (PO Box 5569, Maroochydore BC, Qld 4558 Australia) Telephone (07) 5443 3511 Fax (07) 5443 6645 http:/Awww.golder.com REPORT ON GEOTECHNICAL INVESTIGATION NOOSA BUSINESS CENTRE —~ STAGE 1 EENIE CREEK ROAD NOOSAVILLE, QUEENSLAND Submitted to: Stockwell Building & Developmient PO Box 3144 SOUTH BRISBANE QLD 4101 DISTRIBUTION: 2 Copies - Stockwell Building & Development (Mr Tony Stevens) 2 Copies - MPN Consulting Pty Ltd (Mr Rick Godfrey) 1 Copy - Golder Associates Pty Ltd August 2004 1 bound & 1 CD 1 bound & 1 CD 04682104(AB)
Section 30
a August 2004 -i- 04682104(AB) TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION 2.0 SITE DESCRIPTION 3.0 PROPOSED DEVELOPMENT tee 4.0 METHOD OF INVESTIGATION ” 4.1 Preliminary Assessment... 4.20 Field Work.......seccsssssssssessssssssssssssessssssssseseece. 4.3 Laboratory Testing ......cccccssssecssesseesesecoeeess. 5.0 INVESTIGATION FINDINGS. 5.1 Preliminary Assessment 5.2 Subsurface Conditions ......secssssiseiessnsnsastrtustvusteneccn., 5.3 Results of Geotechnical Laboratory Testing ..........ccsscccscsssssscssssessseseoses 6.0 GEOTECHNICAL ASSESSMENT... 6.1 Earthworks... 6.1.1 Site Preparation................ 6.1.2 Excavation... 6.1.3 Filling... 6.1.4 Pond Construction. 6.1.5 Batter Slopes.......... 6.2 _ Retaining Structure Design 6.3 Preliminary Footing Design 6.4 Preliminary Pavement DESIGN oo. ceesssescessececueseeccuseecens 6.5 GOMerAl ooo eeeccccesssssssssseeeesseccssssessisessnstenscsssesessessssesess. 7.0 ACID SULFATE SOILS... sssssssstocttiesiinesinntiviinen 7.1 Investigation AIMS .......ssecssssssesssseesnsstesssinnsttiusasssieeeccc.. 7.2 Soil Sampling ......cccccecsescssecsssccseeseeesees. 7.3 Field pH (pH) and Peroxide PH (pHrox)... 7.4 Summary of Soil Analysis Results..... 7.5 ASS Extent and Severity ....00.... 7.6 Recommendations 8.0 IMPORTANT INFORMATION Golder Associates
Section 31
August 2004 -ii- 04682104(AB) LIST OF TABLES Table 1 Table 2 Table 3 LIST OF FIGURES Figure 1 Figure 2 Figure 3 Retaining Structure Design Parameters Preliminary Pavement Design Parameters ASS Action Criteria Site Plan Section A-A Section B-B LIST OF APPENDICES Appendix A Appendix B Appendix C Appendix D Reports of Test Pits & Boreholes Explanation of Notes, Abbreviations & Terms Used on Borehole and Test Pit Reports Method of Soil Description Used on Borehole and Test Pit Reports Terms for Rock Material Strength & Weathering and Abbreviations for Defect Descriptions Table B1 — Summary of Geotechnical Laboratory Testing Geotechnical Laboratory Test Results Table Cl — Summary of ASS Testing Environmental Laboratory Test Results (Soil) Important Information About Your Geotechnical Engineering Report Golder Associates a
Section 32
August 2004 -1- 04682104(AB) 1.0 INTRODUCTION This report details the results of a geotechnical and acid sulfate soil (ASS) investigation undertaken for Stage 1 of the proposed Noosa Business Centre at Eenie Creek Road, Noosaville (‘the site’). The investigation was carried out for Stockwell Building & Development and MPN Consulting Pty Ltd (MPN) are the consulting engineers for the project. The proposed development includes substantial cut and fill earthworks together with construction of commercial buildings and pavements for car parking and access roads. The ASS component of the investigation was undertaken in order to assess the extent of ASS below RL 5 m AHD in the southern part of the site which may be at risk of disturbance. This report details the results of the investigation and includes geotechnical advice regarding earthworks, footing design, retaining walls and pavements together with recommendations relating to the extent and management of ASS. 2.0 SITE DESCRIPTION The site is described as Lot 2 on SP 110885 and the Stage 1 area is 15.47 ha. The site is bounded to the north and north-east by Eenie Creek Road and the road reserve for Walter Hay Drive (currently a gravel track) respectively. There are existing commercial properties to the east and the land to the south is currently vacant, being the proposed future stages of the Noosa Business Centre development. . At the time of investigation, the site was mostly covered by open dry forest with a dense undergrowth of shrubs and saplings. An existing easement containing overhead power lines _ along part of the western site boundary had been recently cleared. The north-western comer of the site contained a disused borrow pit across which excavations appear to extend up to about 3 m below the previously existing ground level. Low strength sandstone was exposed across the floor of the borrow pit area at a number of locations. The site surface falls from a low ridge in the northern part of the site (maximum RL 12 m AHD) down towards the site boundaries at ground slopes ranging between about 1° and 3°. The south- eastern and south-western site boundaries approximately trace drainage paths that direct surface water towards the south, where the ground surface falls below RL 5 m AHD. There are some confined cut batter slopes in the borrow pit area with gradients of up to about 20°. Ground surface contours and the proposed development layout are shown in Figure 1, Site Plan. Golder Associates
Section 33
August 2004 -2- 04682104(AB) 3.0 PROPOSED DEVELOPMENT A drawing showing the proposed development layout and site profiling plan for Stage 1 has been provided to us by MPN (Dwg. No. 4024, 55, Rev. B). We understand that the proposed bulk earthworks will include cutting up to about 3.5 m depth across the northern ridge and filling around the perimeter to depths of up to about 3 m. The finished surface level across the site will range between about RL 6 mand RL 10 m AHD. The proposed buildings will comprise low-rise structures located primarily in cut around the northern part of the site and on a fill platform around the southern part. We understand that Tetaining walls up to about 3 m in height may be constructed around the southern edge of the fill platform. The central part of the site will contain pavements for car parking and access roads, together with areas of landscaping. It is understood that excavations are proposed in the southern part of the site (below RL 5m AID) to form detention basins / ponds. 4.0 METHOD OF INVESTIGATION 41 Preliminary Assessment To assist with planning the level of detail required for the ASS component of the investigation a desktop study was undertaken. ‘ The desktop assessment comprised a review of available published reports and plans on geology and acid sulfate soil distribution. The findings from this preliminary assessment are presented in Section 5.1. 4.2 Field Work Eighteen test pits (designated GA1-18) and three boreholes (GA19-21) were conducted across , the site. The test pits were dug using a 6 tonne excavator with 350 mm toothed bucket, whilst the boreholes were drilled using a 4WD-mounted flight auger rig. The test pits and boreholes were generally extended to depths of between 3 m and 5 m, with the depth investigated dependent upon the extent of cut or fill proposed at each location. The ASS component of the investigation program was planned in accordance with State Government policies! and legislation to cover the areas of significant filling and excavation below RL 5 m AHD in the southern part of the site. The formulation of our scope of work is discussed in Section 7.2, ' State Planning Policy SPP2/02 “Planning and Managing Development Involving Acid Sulfate Soils, Golder Associates
Section 34
ro oe August 2004 -3- 04682104(AB) Samples for ASS testing were recovered from test pits GA16 to 18 at 250 mm intervals to 3 m depth. ASS sampling protocols in the field were conducted to minimise oxidation prior to laboratory testing and followed the Queensland Sampling Guidelines’ October 1998 (Revision 4.0) of the “Guidelines for sampling and analysis of lowland Acid Sulfate Soils (ASS) in Queensland 1998” produced by QASSIT (Queensland Acid Sulfate Soils Investigation Team). In addition, disturbed and undisturbed (U50 tube) samples were recovered from the test pits and boreholes for geotechnical laboratory testing (ref. Section 4.3). Following positioning using a compass and tape survey from the flagged metes and bounds boundaries, the approximate location of each borehole was recorded using a differential GPS unit. However, due to the dense tree canopy, the GPS mapping was found to be inaccurate and, consequently, the E / N coordinates have not been reported herein. It should be noted that each test pit / borehole location was marked with a stake and flagging tape for later survey pick up, which we recommend be undertaken, Reduced levels shown on the test pit / borehole report forms have been interpolated from survey data supplied. The fieldwork was carried out by a Senior Geotechnician on 21 and 22 July 2004. Test pit and borehole locations are shown in Figure 1. Results of the fieldwork are presented in the Reports of Test Pits & Boreholes in Appendix A, along with explanatory notes. 4.3 Laboratory Testing Geotechnical classification testing was carried out on a number of the soil samples recovered in accordance with the procedures described in AS 1289 “Method of testing soils for engineering purposes”. The results are given in Appendix B and are summarised in Table Bl. Tests to assess field pH and pH after oxidation (with 30% hydrogen peroxide solution buffered to pH>4.5) were conducted as an initial screening procedure to help select samples for laboratory analysis. A total of 36 pH>/pHrox tests were conducted on samples from test pits GAI16-18. Based upon our assessment of the pH test results, a total of 10 samples were tested at the Highvale laboratory of Bio-Track for ‘Chromium’ suite of tests in accordance with the ASS Method 23 laboratory procedures. The ASS laboratory test reports from ALS are given in Appendix C and the results are summarised in Table C1 (Appendix C). Observations and discussion on the laboratory findings are given in Section 7.4. ? Guidelines for Sampling and Analysis of Lowland ASS in Queensland, Qid ASS Investigation Team (QASSIT), Revision 4.0, October 1998. Golder Associates
Section 35
August 2004 -4- 04682104(AB) 5.0 INVESTIGATION FINDINGS 5.1 Preliminary Assessment Available geological information’ indicates that the site is underlain by the late Triassic to Jurassic age Tiaro Coal Measures comprising sandstone, siltstone, shale and coal. Quaternary age flood plain alluvium comprising “clay, silt, sand and gravel” is indicated to overlie this formation along the drainage lines and across the low-lying land in the southern part of the site. Published ASS information’ classifies the majority of the site as “/and > 5 m AHD with a low or negligible probability of ASS occurrence”, whilst the southern part is described as “land < 5 m AHD with a low probability of ASS occurrence” (all based upon a “limited field assessment’). 5.2 Subsurface Conditions The subsurface conditions across the elevated ridge area typically comprise up to about 0.5 m depth of mostly non-plastic sand, or low plasticity material, underlain by low to medium plasticity, very stiff sandy clay. The depth of non-plastic sand increases up to about 1 m in the southern part of the site. Medium to high plasticity clays were intersected below the low to medium plasticity clays at all of the test locations, except test pit GA7. It is anticipated that these medium to high plasticity clays may be exposed at the proposed cut subgrade level at test locations GA9, GA10, GA12, GA14, GA15 and GA20 (ie. mostly in the east and partly across the ridge). The results indicate that between about 0.5 m and 1.5 m of medium to high plasticity clay is likely to be intersected in proposed excavations at test locations GAS, GA6, GA12, GA13 and GA19-21 (ie. mostly across the ridge). Extremely weathered, extremely low strength sandstone was intersected below depths of about 1.5 m to 2.5 m at test locations GA2, GA4, GA6 and GA7 (ie. south-western part of site) and at test locations GA19 and GA21 below 1.5 m to 4.5 m depth (ie. across the ridge). The sandstone will probably be encountered in the proposed excavations in the vicinity of test locations GA6 and GA21, where excavator bucket refusal was noted at 1.7 m and 3 m depth respectively. Low rates of ground water seepage were noted in test pits GA2-4 (ie. western part of site) at depths of between 2.2 m and 2.7 m. Ground water was not observed at the other test locations. Moist to wet soil conditions were noted from close to ground level down to depths of 1 m to 1.5 m in test pits GA2 and GA3. It should be noted that the fieldwork was carried out following a prolonged period of relatively dry weather. > 1:100,000 Geological Map, GYMPIE SPECIAL, Sheet 9445 & Part 9545, DME, 1999 * 1:100,000 Redcliffe to Teewah ASS Map 2, DNR, 1999 Golder Associates
Section 36
oa August 2004 -5- 04682104(AB) Based upon our experience with similar subsurface conditions, we anticipate that ground water seepage will probably develop at the interface between the near surface sandy soils and underlying clays during periods of heavy or prolonged rainfall. Some seepage may also be encountered from sandy or gravelly zones within the clay and sandstone strata. Considering the topography of the site, we anticipate that the rates of ground water seepage will probably be greatest around drainage lines and the low-lying southern area, particularly where the depth of surficial sand increases up to about 1 m depth. Sections A-A and B-B shows the subsurface conditions encountered in selected test pits and boreholes. 5.3 Results of Geotechnical Laboratory Testing Full laboratory reports for the geotechnical testing are presented in Appendix B together with a summary Table B1. In summary:- > Four single point CBR tests (four day soak) indicate a range of 7-16%, the lower and higher parts of the range being representative of medium and low plasticity soils respectively. > Eleven Atterberg tests generally confirm our visual classifications of soil type and plasticity. When combined with the results of percent fines testing, the Atterberg results indicate that the high plasticity silty clay soils have high a Shrink-Swell capacity. > Two Shrink-Swell tests returned values of 2.9% (high plasticity sandy clay) and 3.3% (high plasticity silty sandy clay), being in the moderate Shrink-Swell range. Four Shrink-Swell tests were originally proposed, however two were replaced with Atterberg Limits and percent fines testing due to difficulties encountered on site in attempting to recover sufficient undisturbed (U50) tube samples. > Six Emerson Class tests conducted on the range of clay soils encountered at the site all returned values of six (ie. non-dispersive soil). > Insitu soil density was estimated by measuring the soil weight and volume in four undisturbed tube samples. Values of 1.92 and 1.96 t/m? were recorded for two high plasticity sandy clay samples, whilst values of 2.03 and 2.12 t/m? were recorded for two medium plasticity sandy clays. Golder Associates
Section 37
August 2004 -6- 04682104(AB) 6.0 GEOTECHNICAL ASSESSMENT 6.1 Earthworks 6.1.1. Site Preparation Prior to any earthworks activities, organic rich topsoil must be stripped and removed from the construction area. The test pits indicate trace (5%) or some (5-12%) root matter, together with large tree roots, to depths of up to about 200 mm across the site. This organic matter is generally coarse material contained within surface sands. Dependent upon the method of site preparation employed, we believe that it should be possible to achieve an average stripping depth of about 200 mm. Large roots will require selective removal during site preparation, in conjunction with ‘grubbing out’ of stumps. Organic material must not be used in fill to support any structural loads, however it may be used in landscaping areas. It should be noted that firm clayey / silty soils were encountered in test pits GA2 and GA4 (ie. western part of site near a drainage line) to depths of 0.2 m and 0.4 m respectively. At the time of our investigation, these soils were noted to be moist. In this condition, the proposed filling should be achievable without requiring any additional surface treatment. However, following stripping, proposed fill areas should be proof rolled by several passes of a heavy (minimum 10 tonne) vibrating compactor to densify loose, near surface sandy soils and confirm suitable subgrade strength. Dependent upon the prevailing weather conditions at the time of site preparation (ie. should earthworks commence following a period of heavy or prolonged rainfall), it may be necessary to construct a ‘bridging layer’ over clayey / silty soils that occur across the low-lying parts of the site. Such a ‘bridging layer’ could be necessary to prevent wetting up and ‘heaving’ of the initial fill layers. If necessary, we suggest that a ‘bridging layer’ could comprise the placement of geotextile filter - fabric overlain by a minimum 200 mm thickness of coarse aggregate or clean sand having less than 3% fines content. Alternatively, a geotextile filter layer may not be required if the clayey / silty layer is removed altogether; ie. down to the upper interface of an underlying stiff (or stronger) clay, if present at reasonable shallow depth. 6.1.2 Excavation Our investigation results indicate that the proposed bulk excavations (ie. up to about 3.5 m depth across the ridge) should encounter a shallow layer of sand overlying very stiff to hard clay and extremely weathered sandstone. We anticipate that such materials should be excavatable using conventional earthmoving equipment, possibly with the assistance of ‘ripper’ attachments for excavations in the sandstone. The investigation results indicate that ground water seepage may emanate from sandy zones overlying, and interlayered with, the clay strata. The rate of ground water seepage will be Golder Associates
Section 38
co August 2004 -T- 04682104(AB) dependent upon the prevailing weather conditions prior to, and during, construction. Care should be taken with open excavations as any surface water that ponds on the site soils may cause rapid softening. We anticipate that ground water seepage should controllable by the installation of up slope diversion drains (swales), and possibly shallow subsurface drains, graded to discharge away from the work area and possibly temporary sump pumps. Any ‘wet’ areas should be permanently drained and connected to external drainage outlet points. In order to minimise potential shrink-swell soil movements beneath buildings and pavements across the proposed fill areas, it would be prudent to separate sand and low to medium plasticity sandy clay materials won from proposed excavations (generally upper 1 m of soil profile) from the medium to high plasticity clay soils and then stockpile these materials separately. These lower plasticity materials should then be placed in the upper layers of any fill. We suggest a minimum 1 m depth cover of sand and / or low to medium plasticity materials in fill. 6.1.3 Filling The sand and clay soils won from the proposed excavations should be suitable for re-use as fill subject to placement in accordance with the following guidelines. Other than for clay pond / basin liners (ref. Section 6.1.4), fill should be compacted at moisture contents within the range of -2% to +0.5% of optimum moisture content for Standard Compaction. Confirmatory testing must be carried out at regular intervals. Further details for control and testing of fill are given in Australian Standard AS 3798-1996 “Guidelines on Earthworks for Commercial and Residential Developments". + Select fill should have a maximum particle size of 100 mm for an uncompacted layer thickness of 200 mm and should be compacted by repeated rolling to achieve a dry density ratio of at least - 98% of the Maximum Standard Dry Density for cohesive soils, or 75% Dry Density Index for cohesionless soils. ‘Level 1’ earthworks control in accordance with AS3798-1996 is recommended. In accordance with good construction practice, fill embankments should be ‘over built’ then trimmed back to the well compacted material. Subject to fill placement as specified above, we estimate that total long-term settlement of fill platforms (up to about 3 m height) should not exceed 10 mm. Based upon our experience with similar materials, we anticipate a bulking factor range of 0.95 to 1.05 for the fill. This bulking factor is a ratio of in situ soil density to compacted soil density, at 98% Standard Compaction, and does not include allowance for handling losses (eg. from wind and rain), Golder Associates
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August 2004 -8- 04682104(AB) 6.1.4 Pond Construction It is understood that stormwater ponds / basins will be constructed in the vicinity of the existing drainage lines. Should bund walls be proposed, the walls should include a clay ‘core’, preferably medium to high plasticity silty clay, compacted at moisture contents within the range of -1% to +3% of optimum moisture content for Standard Compaction to achieve a dry density ratio of at least 98% of the Maximum Standard Dry Density. In order to prevent shrinkage cracking and leakage through the clay core, it is recommended that the core should be overlain by a 600 mm to 800 mm cover of low plasticity material, including a ‘topsoil’ surface which should be grassed. Areas likely to be subject to erosion may require additional protection using appropriate ‘rock armour’ materials. Where sand or low plasticity clay material is encountered in the walls or floor of pond excavations, such material should be over-excavated and replaced with a low permeability clay liner (preferably medium to high plasticity silty clay). The liner should be placed as a 300 mm thickness loose layer and compacted in accordance with the specifications for pond clay core construction, as described above. The use of a low plasticity cover. to prevent shrinkage cracking should also be considered within, and above, the water level fluctuation zone around the pond walls. 6.1.5 Batter Slopes For short-term construction periods, excavated unsurcharged faces could be battered at 1V:2H in the sand and 1V:1H in the clay. Flatter batters may be required if significant ground water seepage is encountered. Permanent batters in the sand and natural clay / compacted clay fill should not be steeper than 1V:3H and 1V:2H respectively, or supported by an engineer designed retained structure (ref. Section 6.2) where steeper slopes are required. 6.2. Retaining Structure Design Retaining structure design should be carried out using a triangular pressure distribution applicable to the wall type (ie. active pressures for a cantilever wall or at rest pressures for a propped/anchored wall) and based on the parameters in Table 1. The values in Table 1 assume that the walls are fully drained and no allowance is included for construction loading, up-slope foundation loadings, the effect of sloping ground, or backfill compaction stresses. Golder Associates
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2 oN August 2004 -9- 04682104(AB) Table 1 — Retaining Structure Design Parameters Retained Material Unit Friction Lateral Earth Pressure Coefficient Weight Angle (tim) | (Degrees) K, Ky K, Medium Dene Sand L7 34 0.3 0.5 3.5 Stiff a Stffer) Clay 18 27 0.4 0.6 2.6 : ee i : : * * * * * Note: *: Variable dependent upon the type of material used and the degree of compaction achieved. Positive permanent drainage must be. installed behind retaining walls unless they are designed for development of full hydrostatic pressures. 6.3 Preliminary Footing Design The investigation results indicate that the soils in the proposed excavation area should mostly comprise low to medium plasticity sandy clay and, therefore, the resultant site classification across the cut areas should typically be ‘M’ in accordance with AS2870-1996. An ‘M’ classification should also be achievable across the fill areas subject to the placement of any high plasticity soils at least 1 m below the finished fill surface level. High plasticity clays may be exposed at the cut subgrade level in the eastern part of the site and partly across the ridge, these areas being primarily where pavements are proposed. Building loads were not available at the time of reporting, however we are advised that the proposed development will comprise low-rise commercial structures. The advice given below is based upon the anticipated order of building loads together with site conditions following proposed bulk earthworks. Following earthworks to form the proposed site profile, the exposed building subgrade should comprise mostly very stiff (or stronger) natural sandy clay or compacted fill. Conventional high level strip or pad footings founded at least 600 mm below the finished ground level in the very stiff natural clay or compacted fill may be designed using a preliminary allowable bearing pressure of 150 kPa, for resultant total settlements of less than 25 mm. Golder Associates
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August 2004 -10- 04682104(AB) o™. Based upon the laboratory test results, footings for one or two storey residential style buildings (eg. for offices) may be designed using a preliminary site classification of ‘M’ in accordance with Australian Standard AS2870-1996 “Residential Slabs and Footings”. Heavy column loads from buildings or wind-loaded pylons (eg. for signage) may require support by piled foundations. Our investigation results indicate that the most suitable piling option is likely to comprise bored piles which socket into very stiff to hard clay or weathered sandstone. The founding depth for such piles will be dependent upon building loads and the variability in stratigraphy over the piling depth. For preliminary design purposes, bored piles founded in very stiff natural clay may be proportioned in accordance with an allowable end bearing pressure of 400 kPa and allowable side adhesion of 30 kPa. These values assume that the pile bases are cleaned of any loose or water-softened material and that there is intimate contact between the pile shaft and foundation. Side adhesion should be neglected for the upper 1.5 m length of socket (below ground level). At the completion of bulk earthworks, it is recommended that Golder Associates should carry out further investigation of the proposed building areas in order to confirm the advice given above for conventional (ie. high level) footings. This would comprise inspection by an experienced Geotechnical Engineer together. with borehole probing (4WD auger rig), DCP testing and laboratory Shrink-Swell testing. 6.4 Preliminary Pavement Design Design parameters for pavements will be dependent upon the ‘subgrade materials present after earthworks and the type, depth and quality of new fill used to bring the site to design levels. The test pit / borehole and laboratory test results from this site indicate that the subgrade materials exposed/formed following earthworks may vary dependent upon the location. CBR - values assessed from the results of this investigation, and from previous experience, are provided in Table 2. It should be noted that these values assume that the subgrade is well drained during construction and operation. Golder Associates
Section 42
August 2004 -11- 04682104(AB) Table 2: Preliminary Pavement Design Parameters Subgrade Material Type’ | _—- Design CBR (%) Imported Select FILL) 5-15 SAND Be 10 Low to Medium Plasticity 7 (CL-C).CLAY Medium to High Plasticity, 5 (CI-CH) CLAY _ : Detailed subgrade evaluation should be undertaken during construction following bulk earthworks to confirm design CBR values. This should include CBR testing and inspection by Golder Associates. 6.5 General It is recommended that ‘good’ construction practices are adopted so that moisture variations are minimised in the high plasticity clays which have an estimated moderate to high potential for shrink-swell movements. In particular the following recommendations should be followed:- > Site drainage should be designed to readily remove surface water and to prevent ponding of water on subgrade areas during construction and also adjacent to foundations and perimeter slabs once construction is completed. > Construction methods involving subgrade preparation for earthworks, foundation . excavation and service trenching should be such that the clay soils are not subjected to continued exposure, as this may result in excessive drying followed by moisture readjustment (with associated expansive movements) when areas are overlaid by pavements or slabs. : > Trees or moisture drawing shrubs should not be planted in close proximity to movement sensitive building elements. Golder Associates
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August 2004 -12- 04682104(AB) 7.0 ACID SULFATE SOILS The development of potential acid sulfate soils (PASS) is commonly the result of marine or estuarine deposition of sulfate and iron bearing sediments in the presence of an abundant source of readily decomposable organic matter resulting in the deposition of pyrite. This pyrite is stable within the soil so long as anoxic conditions prevail. Oxidation of this material produces acidic conditions and oxidation typically occurs as the material is exposed above the water table by excavation. Previous experience and available guidelines indicate that Potential Acid Sulfate Soils (PASS) are normally restricted in extent to recent (Holocene to Pleistocene age) soil horizons deposited in a saline environment below RL 5m AHD. The State Planning Policy SPP2/02 Planning and Managing Development Involving Acid Sulfate Soils applies to land, soil and sediment at or below 5m AHD where the natural ground level is less than 20m AHD. Within such areas the SPP applies to development involving any of the following: > Excavating or otherwise removing 100 m’ or more of soil or sediment; or > Filling of land involving 500 m’or more of material with an average depth of 0.5 m or greater. The southern part of the site is consistent with the above criteria and the proposed development in this area involves placing fill up to about 3 m deep together with excavation for stormwater ponds / basins. Where the ground surface elevation falls below RL 5 m AHD, the proposed development covers an area about 150 m in total length by 15 min width. SPP2/02 is therefore applicable to this part of the site and an assessment of potential disturbance of ASS is required. 7.1 Investigation Aims The aims of this investigation were to: > Conduct an ASS assessment in accordance with SPP 2/02 and Queensland Sampling Guidelines; > Identify the presence or absence of ASS in the proposed disturbance area; and > Provide an indication of the likely location of ASS, and treatment methodology. The results of the ASS investigation follow. It should be noted that ground water was not encountered in any of the three ASS investigation test pits. Consequently, a ground water investigation (in accordance with SPP2/02) was not conducted. Golder Associates
Section 44
August 2004 -13- 04682104(AB) 7.2 Soil Sampling Tn accordance with SPP2/02 a test pit sampling program was defined based on the broad scale information obtained from the desktop assessment (Section 4.2) and calculations from the extent of the proposed disturbance. The Queensland Sampling Guidelines Section 4.2 indicate a minimum of 1 borehole per 50 m for linear disturbances. The depth of investigation was established at 3 m, being 1 m below the anticipated ground water level. ASS samples were recovered from three test pits (GA16-18) to 3 m depth where the proposed development area extends below RL 5 m AHD. Soil sampling, handling and testing was conducted as described in Section 4.2. 7.3 Field pH (pH,) and Peroxide pH (pHeox) A typical consequence of the oxidation of pyrite in soils and the formation of sulfuric acid is a drop in soil pH. Measuring field pH (pH;) as soon as possible after sampling and then measuring pH following oxidation of the soil in suspension with a strong oxidising agent (hydrogen peroxide) provides a simple, relatively conservative test procedure to detect soils which are not likely to be acid sulfate soils. The test simulates extreme natural conditions and PH drops following this test may not be entirely attributable to pyrite oxidation. pH; was measured at the analytical laboratory (Bio-Track). Soil pH; and pHrox are summarised in Table C1 attached in Appendix C. Soil field pH was found to range between about pH4 and pH5, being moderately acidic. ‘ 7.4 Summary of Soil Analysis Results Table 3 shows the ASS action levels adopted by Queensland authorities based on three broad“ texture categories (QASSIT Guidelines - October 1998). These categories have been used to highlight significant results in Table C1, based on the Action Criteria for greater than 1000 tonnes of disturbed soils. Golder Associates
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—™ August 2004 -14- 04682104(AB) Table 3: ASS Action Criteria of: teria if more. tonnes disturbed. exture range rtrail =| Acid trail MeDonald et al. clay oxidisable mol H* / tonne (1990) . Content ven-dry basis) -| (oven-dry basis) , TPA Coarse Texture <5 . 0.03 18 Sands to loamy sands Medium Texture . 0.03 18 Loams to light clays Cc. Fine Texture . 0.03 18 Medium to heavy and cla’ The data quantifying the acid generating potential for soils sampled within the site have been collated and are summarised in Table C1, with the laboratory reports, in Appendix C. Samples with pH drops of 2.0 or more pH units or pH <3 after oxidisation are highlighted in Table Cl. From the laboratory test results, Scr and TAA values above the action levels are also highlighted. The following observations are made regarding the investigation results as presented in Table C1:- > None of the 36 samples show pH after oxidation of pHr — 2.0, or pHrox of less than 3.0. > All ten samples selected for laboratory testing returned Sc, results less than the laboratory detection limit (0.01%S), which is less than the Action Criteria (0.03%S). > All ten samples tested for TAA returned results above the Action Criteria (18 mol H+/t), with 9 of 10 results ranging between 31 mol H+/t and 83 mol H+/t (indicating a slight to moderate existing acidity hazard. The sample from 1.5 m depth in test pit GA18 returned a TAA value of 147 mol H+/t. Golder Associates
Section 46
August 2004 -15- 04682104(AB) 7.5 ASS Extent and Severity The results from this investigation indicate that there is a negligible probability of ASS having a potential to generate sulfidic leachate where the proposed development extends below RL 5 m AHD. However, there is generally a slight to moderate existing acidity variably distributed throughout the soil profile. The SPP2/02 Guideline requires that the level of treatment for management of excavated ASS is based on treatment of all existing and potential acidity. The results of the laboratory testing have been accumulated in an Acid-Base Account to give a Net Acidity Value for each sample in units of mol H”/tonne as presented in Table C1. This value has been calculated from sulfur trail potential acidity (Sc, or Spos) plus actual acidity (TAA). Assuming a bulk density of 1.7 tonne/m’ (for the sandy soils likely to be excavated), and using the maximum TAA value recorded from test pits GA16 and GA17 (GA18 is located beneath a proposed fill area) the indicated liming rate for excavated soil is 10 kg.Lime/m’. It is our assessment that filling for the proposed development should not cause an environmental impact due to mobilisation of existing acidity. The fill utilised for the development will be predominantly clayey soils providing a low permeability capping that will restrict rainfall infiltration and therefore limit the ground water flux. In summary, the investigation has identified that there is a negligible probability for the occurrence of PASS material. The existing acidity identified is within both sandy and clayey soils at a level unlikely to be disturbed by filling. It is therefore considered that there should be no requirement for specific management of existing or potential acidity within soils in the fill area. Excavated soil from below RL 5 m AHD (eg. for pond / basin construction) will require lime treatment to neutralise existing acidity (ref. Section 7.6). 7.6 Recommendations Based upon the foregoing, the anticipated minimal volume of disturbance and the level of treatment required indicates that management of existing acidity (not PASS) at this site would be classified as Category H (high level) treatment in accordance with SPP2/02 Guideline - Table 4 (between 1 and 5 tonne of aglime required), SPP2/02 Guideline requires that for Category H treatment, the management should ensure a number of strategies as follows. > Treat all soil excavated from below RL 5 m AHD ata rate of 10 kg lime/m’. > Manage site runoff through bunding. > Ensure that lime is thoroughly mixed with the soil. Golder Associates
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oo August 2004 -16- 04682104(AB) Such measures could be incorporated into an Environmental Management Plan (EMP) for the site which we understand will be required for the proposed construction works. 8.0 IMPORTANT INFORMATION Your attention is drawn to the document - “Important Information About Your Geotechnical Engineering Report”, which is included in Appendix D of this report. This document has been prepared by the ASFE (Professional Firms Practicing in the Geosciences), of which Golder Associates is a member. The statements presented in this document are intended to advise you of what your realistic expectations of this report should be, and to present you with recommendations on how to minimise the risks associated with the groundworks for this project. The document is not intended to reduce the level of responsibility accepted by Golder Associates, but rather to ensure that all parties who may rely on this report are aware of the responsibilities each assumes in so doing. Yours faithfully GOLDER ASSOCIATES PTY LTD Ashley Davey Geoff Hurley MSc DIC C.Geol RPEQ 5716 Geotechnical Engineer Office Manager \\MARI-S-FILEO1VOBS\2004\GEOTECENICAL\04682 104\CORRESPONDENCE\AB04682104R.DOC ACD/GAH/acd ’ Golder Associates
Section 48
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Section 49
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Section 51
GAPS_1_MDORE.GLB FULL PAGE J:\2004\GEOTECHNICAL\04682104\FIELDWORK_LOGS\04882\uaTPBH.GPJ_GAPS_1.GDT_06/08/2004_12:41:25 PM REPORT OF TEST PIT: GA02 POSITION: Refer to Site Plan SHEET: 1 OF 1 CUENT: Stockwell Building & Development COORDS: 504760 mE 7078480mN MGAS4 MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 6.5m DATUM: AHD7‘1 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 2.50 m LOGGED: PGH DATE: 21/7/04 JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: Excavation Sampling Field Material Description b a Lu ° = 1O ey z w iG STRUCTURE AND aks z SAMPLE OR Q/e SOIL/ ROCK MATERIAL DESCRIPTION S be ADDITIONAL Ra} ih | Es FELD TEST a 5 Bs OBSERVATIONS Sale Re | oePnH| 813 3 be = fie} 2] o& | re @} oS|3 2 8 0 Fe] Cl | Sandy Sty CLAY 4 "= medium plasticity, light grey, trace of root matter shu xt 0.20 * 6.30 Clayey SAND. 4 fine to medium grained, light grey and light brown 7 ps040050n 054 4 z 4 0.90 ‘5.60 ‘Sandy CLAY 104 medium plasticity, pale grey and light brown, some red mottling J a 4200 | eyed po |} % 530 ‘becoming medium ta high plasticity, pale grey and red g 4 2] 184 DS 1.501.60n 7 a . = g 4 3 wo}o0t—(ité‘iYidi 6 8 480 becoming medium plasticity, trace of gravel (sandstone) ? 8 ¢ 4 3 4 i $| 204 ; 4 z= 5 4 3 220 ic 2.30 SANDSTONE 4 extremely low strength, pale grey, light brown and red, some clay, highly fractured, extremely weathered 250 4.00 TEST PIT DISCONTINUED @ 250m J REFUSAL 304 4 PJ Las attempt to assess possible contamination. Any references to potential contamination are for information only and do not necessarily indicate the presence or absence of soil or groundwater contamination. GAP gINT FN. FOte! Ri2)
Section 52
a Appendix A Reports of Test Pit & Boreholes Explanation of Notes, Abbreviations & Terms Used on Borehole and Test Pit Reports Method of Soil Description Used on Borehole and Test Pit Reports Terms for Rock Material Strength & Weathering and Abbreviations for Defect Descriptions
Section 53
GAP5_1_MDORE.GLB FULL PAGE_J:\2004\GEOTECHNICALI04682104\FIELDWORK_LOGS\04682104TPBH.GPJ GAP5_1.GDT 06/08/2004 12:41:22 PM SHEET: 1 OF 1 ENT: Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PROT Noosa Business Centre - Stage 1 SURFACE RL: 7.5m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 3.00 m LOGGED: PGH DATE: 21/7/04 JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: Excavation ‘Sampling Field Material Description Bs 81, 1k B a w STRUCTURE AND a Re 3 SAMLEOR ig) | & SOIL /ROCK MATERIAL DESCRIPTION 5 be ADDITIONAL Sele |x FIELD TEST zl¢é aa aS Be 8 eg 3 & Be OBSERVATIONS = lie| = we RL x BS 3 3 5 O50 b= Tea] Sity SAND 4 . fine to medium grained, light grey, trace of root matter 4 0.20 7.30 CLAY | 4 medium plasticity, light grey and light brown, some red BDS030050n os 4 0.70 680 g a 4 # ZS) yotemp Ys fA Pd 4 g| pe CH [becoming high plasticity, ight grey and red, trace of ight brown 5 4 DS 110420 5 4 = 4 oy a _ 5 140 2 6.10 oO i 187 DS 150-160 2 7 4 ’ g 204 4 24 4 1 DS270280m 3.00. 450 TEST Pit [email protected] oct 3 tL ---' “Tis repato est pk mustbe readin conjunction wih aocornpanying notes and abbrevaions, ithas been prepared for geotechnical purposes only, without attempt to assess possible contamination. Any references to potential contamination are for information only and do not necessarily indicate the presence or absence of soil or goundwater contamnaton. GAP gINT FN. Fote| RL2
Section 54
ae GAPS_1_MDORE,GLB FULL PAGE JA2004\GEOTECHNICAL(04682104\FIELDWORK_LOGSI046821047FBH.GPJ GAPS_1,GDT 06/08/2004 12:41:28 PM REPORT OF TEST PIT: GA03 SHEET: 1 OF 1 CLIENT: ‘Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 6m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 3.00 m LOGGED: PGH DATE: 21/7/04 JOB NO: 04682104 BUCKET TYPE:_350 mm Toathed CHECKED: DATE: Excavation Sampling Field Material Description 68 B18 y e STRUCTURE AND g ke z SAMPEQR GT] SOIL / ROCK MATERIAL DESCRIPTION 5 be ADDITIONAL e| x3 Fewest [att 1a ee ose 5 oe | 83 | pen Ql ests 8 be /ATIONS = lie} =] o& | a «| o2}5 2 Bs 00m P= TEM] Sty SAND 4 1 fine to medium grained, light grey, some root matter sl] 0.30, B70 Sily Sandy CLAY 4 medium plasticity, light grey 05 4 4 =|, 10-4 = 4 | DS 1.101.20m i 154 4 1.60 Pot 440 becoming high plasticity, light grey and light brown, some red 4 matting £ 4 £ | 204 4 a g 4 a > ee Se | Ss 380 becoming light grey, trace of ight brown and red motting i rs 7 Ds 240:250m =| 254 4 & 5 4 a rc 4 ag—| 3.00 3.00 TEST PIT [email protected] ee by ~L----~-~-i4ij--I_d—-~---_--____- LIL absence of soil or groundwater contamination. This report of test pit must be read in conjunction with accompanying notes and abbreviations. Ithas been prepared for geotechnical purposes only, without aitempt fo assess possibie contamination. Any references to potential contamination are for information only and do not necessarily indicate the presence or GAP gINT FN. Fote| Ri
Section 55
—~ POSITION: Refer to Site Plan SHEET: 1 OF 1 CUENT: Stockwell Building & Development COORDS; 504730 m E 7078!40mN MGA94 MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 6m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 270m LOGGED: PGH DATE: 21/7/04 JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: Excavation Sampling Field Material Description bE Io) a =< (Oo I56O itt S a ake z SAVPLEOR Q }e SOIL/ ROCK MATERIAL DESCRIPTION & b> STADOTIONA, 2 eo &| £8 FIELD TEST e p @e EBsle| bs be g 5 2g OBSERVATIONS = fie} =] aE |e Zz} oS|$ £ Be 00 6.00 PJM | Cayey Sandy SLT 4 z 7} | iow plasty, dark ore, trace of root matter — 4 uw 0.40 |_| 5.60 Silty Cayey SAND os fine grained, ight grey a 4 a = 280 } 5.20 ‘Sandy CLAY 4 medium plasticity, light grey, light brown 194 ° 4 4.10 || 420 Sity CLAY . 4 high plasticity, light grey and red, trace of fine sand = s 7 BS 130-140n 2 4 2 154 4 3 tot | Fy Lee 3 430 becoming light grey and red, trace af light brown a 7 g z| & 3 : | 2.00 2 3 >a1)!OUlUté‘(COé‘U;#;CWRSSD Ree 4 g 2 20 4,00 becoming medium plastiaty, some gravel 5 u 220 8 2 3.80 ‘Sily Sandy CLAY qi Gi J medium plasticity, pale grey, red and light brown motiled, some clay 8 a 4 oe Z = 250 d [>| 25-350 >| | SANDSTONE 7 z J extremely low strength, fine to medium grained, some lay, highly 5 fractured, extremely weathered 8 270 3 3.30 TEST PIT [email protected] 3 J REFUSAL qi g 4 8 3 305 4 : 4 d 4 3 4 g 4 8 41 tej Ld Jt ae Poo Jo 2 ‘This report of test pit must be read Conjunction with aocompanying notes and abbreviations. thas been prepared for geotechnical purposes only, without a altempt to assess possible contamination. ‘Ary references to potential contarrination are for information only and do not necessarily indicate the presence or absence of soll or groundwater contamination, GAP gINT FEN, Fote, RiQ|
Section 56
REPORT OF TEST PIT: GA05 SHEET: 1 OF 1 GAPS_1_MDORE.GLB FULL PAGE J:\2004\GEOTECHNICAL04682104\FIELDWORK_LOGS\04682104TPBH.GPJ GAPS_1.GDT 06/08/2004 12:41:35 PM ‘@tiempt to assess possible contamination. Any references to potential contamination are for information only and do not necessarily indicate the presence or Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator Noosa Business Centre - Stage 1 SURFACE RL: 11.5m DATUM: AHD71 CONTRACTOR: IBS Eenie Creek Road PIT DEPTH: 3.00 m LOGGED: PGH DATE: 21/7/04 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: ‘Sampling Fleld Material Description SO B 3 w B STRUCTU 3 ia UCTURE AND SRele| oe SER & & SOIL / ROCK MATERIAL DESCRIPTION 5 be ADDITIONAL Ee | es 9] &.| 2 raced OBSERVATIONS 3 oe] S| BE PR @ 3 2 88 W755 CL | Gravely Sandy CLAY low plasticity, light brown Test pit commenced at ground level above 0.30. 7120 | BDS0300.60n Siy CLAY medium to high plasticlty, pale grey, red and ight brown, trace of gave 4 a a & E g 3 4 8 a 5 g oe § 2 3 & 1.60 + 350} DS 4.60-.70m Sily Sandy CLAY medium to high plasticity, pale grey, some red brown and red motting 1.90 |_| 360 San CLAY medium plasticty, pale grey and red, some gravel 4 z g 4 3.00 J 850 TESTPIT DISCONTINUED @ 300m PRACTICAL REFUSAL absence of sail or groundwater contamination. GAP gINT FN. F0te} Ri
Section 57
REPORT OF TEST PIT: GA06 GAP5_1_MDORE.GLB FULL PAGE _J:\2004\GEOTECHNICAL\04682104\FIELDWORK_LOGS\04682104TPBH.GPJ GAP5_1,GDT_06/08/2004_ 12:41:47 PM SHEET: 1 OF 4 ‘Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator Noosa Business Centre - Stage 1 SURFACE RL: $m DATUM: AHD71 CONTRACTOR: IBS Eenie Creek Road PIT DEPTH: 1.70m LOGGED: PGH DATE: 21/7/04 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: Excavation Sampling Field Material Description Lew s IB IS z w |G STRUCTURE AND 8 Ez z SAVPLE OR g 2 |e SOIL ROCK MATERIAL DESCRIPTION Sb ADDITIONAL obo) zs FELDTeST | é Bele | ES loon 8] E013 & BS OBSERVATIONS 2 aw] S| BE RL wi 6913 285 00 —~S0 =] cL] Sandy Clay 4 low plasticity, light grey, trace of root matter O20, Tt 880 Becoming light brown and light grey 4 8 os 4 0.80 |__| 820 Sandy Sly CLAY g 4 high plasticity, red and light brown, some gravel E 3) DS 1.004.10m 7 ai x 4 a 3 g é 4 § 4 a 5 1.40 2 7.60 SANDSTONE | as extremely iow strenghh, pale grey red and ight grey, some cay, 4 . highly fractured, extremely weathered 170 pine 7.20 TEST Pil [email protected] ] REFUSAL 2044 4 254 4 30-4 4 LyjJ —-L—_____ Jette eee po This report of test pit must be read in conjunction with accompanying notes and abbreviations. [thas been prepared for geotechnical purposes only, without alternpt to assess possible contamination. ‘Any references to potential contamination are for information only and do not necessarily indicate the presenos or absence of soll or groundwater contamination. GAP gINT FN. FOte} Ri2|
Section 58
~ SHEET: 1 OF 1 CLIENT: Stockwell Buikding & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 6.5m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 2.70 m LOGGED: PGH DATE: 21/7/04 JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: Excavation Sampling Field Material Description ew 3 a wi STRUCTURE AND 8 Ee = sume [E Q ie SOIL/ ROCK MATERIAL DESCRIPTION 5 foe ADDITONAL Si x3 FIELD TEST z la 5 lo = Ka bi Ee Zold & Bs OBSERVATIONS 2 hse S | BE [OR zo} 3 = 84 9 —Fa TSC | Cayey SAND 4 ‘ fine to medium grained, ight brown, light grey, trace of root matter 7 Oo a 4 = os 4 0.70 || 580 CL | SandyClaY 4 CI | low to medium plasticity, red, ight brown, trace of light grey a a 4 E 3] 104 4 8 ai 4 a 2 BL = S 4 | 8 3 4 oO a 167 DS 150-160 4 3 1 , = 5 $80) 00 ame mp g 4.70 becoming low plasticity, ight grey, red and light brawn motiled, some 3 : ae 3 2 20 200 4 & 450 Gravely Sandy CLAY a q low plasticity, pale grey, ight brown and red mated Ez 3 4 _| 250 - 4 é 25a SANDSTONE s 4 extremely low strength, light brown, red and light grey, some clay, 5 highly fractured, extremely weathered g 270 5 3.80 TEST PIT DISCONTINUED @ 270m 3 J PRACTICAL REFUSAL é E 4 g 3| 30 4 4 4 s J 3 4 g 4 3 ~PJI-L_ Lagat —L——_-~~--4 JjJ-—te4---~-_-_— ~~ + ~~~ ~~ -Ld-4t---—------~--~--J-4 g This report of test pit must be read in conjunction with accompanying notes and abbreviations. ithas been prepared for geotechnical purposes only, without 6 attempt to assess possible contamination. Any references to potential contarrination are for information only and do not necessarily indicate the presence or absence oF soil or groundwater contamination. GAP GINTFN Fate]
Section 59
— Gx. REPORT OF TEST PIT: GA08 GAPS5_1_MDORE.GLB FULL PAGE JA2004\GEOTECHNICAL\04882104\FIELDWORK_LOGS\04652104TPBH.GPJ_GAPS_1.GDT_08/08/2004_12:41:44 PM SHEET: 1 OF 1 Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PROUCT: : Noosa Business Centre - Stage 1 SURFACE RL: 7m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 2.70 m LOGGED; PGH DATE: 21/7/04 JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: Excavation ‘Sampling Field Material Description be [2 us a = Oo IOS a 3 w iG STRUCTURE AND 3 ke = at sik a 5 SOIL/ROCK MATERIAL DESCRIPTION = be ADDITIONAL E BBE | ES locem 818.| 8 3 Bs OBSERVATIONS = fie| S|] OE |e a $ Easia} W755 SM] Sity SAND 4 fine to medium grained, light grey, trace of root matter 2 0.30 = 670 ‘Cayey SAND | fine to medium grained, fight grey and light brown 05-4 t ‘ 4 J ae ° g 0.90 |__| Fa 610 Sandy CLAY 3} 10-4 low plasticity, light grey and light brown J 3 | 1 Zz q B 5 > g é 4 $ a0) | fee LEU || zB a 5.70 becoming pale grey and red motiled light brown el<z g ; 3 4 a z > ° 15 1.50 4} 4 ST550 ‘Sily Sandy CLAY J high plasticity, pale grey, some red and light brownmotting 20-4 4 200 gh PO 490 Besorring medium plastly, pale gray, Fable = 2544 4 270 430 TEST PIT DISCONTINUED @270m 3044 4 LJ _ Lat -Lo-~-~-_-_dj eet LESS ‘This repatt of test pit must be read in conjunction with: absence of soll or groundwater contamit accompanying notes and abbreviations. It has been prepared for geotechnical purposes only, without attempt to assess possible contamination. ‘Ary references to pclentl ca tarinafon ae far infomation only and do nctnenessariy ncicale ‘the presence or GAP gINT FN. FO‘e} Ri2
Section 60
oN, GAPS_1_MDORE.GLB FULL PAGE JA\2004\GEOTECHNICALI04652104\FIELDWORK_LOGS\046821047PEH.GPJ GAPS_1.GDT 06/08/2004 12:41:47 PM REPORT OF TEST PIT: GA09 absence of soil or groundwater contamination. SHEET: 1 OF 1 CLIENT: Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 9m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 3.00 m LOGGED: PGH DATE: 21/7/04 JOB NO: 04682104 BUCKET TYPE: 350 mm Toathed CHECKED: DATE: Excavation Sampling Field Material Description b lew a - s 8 8 3 w |G STRUCTURE AND 8 Ea = SAMAEOR |G) 2 | SOIL/ ROCK MATERIAL DESCRIPTION 5 [oe ADDITIONAL eb xs FIELD TEST a = pale ES | oon £0| 8 ae OBSERVATIONS 2 ae] S| Be pon 2] 53/38 3/85 00-00 Su] Sity SAND 4 | fine to medium grained, light grey, race of root matter zlo aAs= 0.20 880 | BDS020060n CL | Sandy CLAY 4 low plasticity, light grey, light brown, 05 4 a g 4 gE 3 | 104 4 a 1.10 |_| 5 790 Cr SiySandy CLAY z | medium plasticity, light grey, trace of light brown and red motting 5 2 2 ] > 1.50 i 15750 CH Sity CLAY [_] 7 4 high plasticity, pale grey, lightred and light brown motting DS 160-1:70m 20-28 4 g 7 DBs 230240n 2544 + 4 be 4 x | 4 4 — — a9} 300 se 600 TEST PIT DISCONTINUED @ 300m pteL —L3s L--____tj__J-t_-_ LL attempt fo assess possible contamination. Any references to potential contamination are for information only and do not necessarily indicate the presence or GAP gINT FN. FOte| Ri2
Section 61
Cisitiin REPORT OF TEST PIT: GA10 SHEET: 1 OF 1 GAPS_1_MDORE.GLB FULL PAGE JA2004\GEOTECHNICAL\046821 04\FIELDWORK_LOGS104882104TPBH.GPJ_GAPS_1.GDT_06/08/2004 12:41:50 PM absence of soll or groundwater contamination. Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PRORCT Noosa Business Centre - Stage 1 SURFACE RL: 95m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 2.50 m LOGGED: PGH DATE: 21/7104 JOB NO: 04682104 BUCKET TYPE:_350 mm Toothed CHECKED: DATE: Excavation ‘Sampling Field Material Description = Iz a - 1 bo g 3 w STRUCTURE AND ate 3 SWWRECR Jl | E SOIL/ ROCK MATERIAL DESCRIPTION 5 be ADDITIONAL SISS| a] 2 Feptest jalz | 5B OBSERV E Bale | he [oom 313219 8 Be TIONS 3 fr] S| BE fa Zz} 62/5 2 ba 00 o50 5 ML] Sauy Str 4 low plasticity, light grey, trace of root matter 0.20 930 CL | Sity Sandy CLAY 4 low plasticity, light grey, light brown ] g os 4 = 4 | 2A x | 070 r= || 8.80 fx —7 CH | Silty CLAY 4 high plastily, pale grey, some red matting DS080090n g a 4 Z 2} to4 4 8 a 4.10 5 840 becoming pale grey, some red and light brown matting 2 4 Fal E s 4 2 3 4 5 154 4 4 ’ x 7 DS 4.80-1.90n 2044 _ 2.50 700 TEST Pit [email protected] 304 4 ptt —bLs Poo LL “This report of test pit must be read h conjunation with aocornpanyhg notes and zbbrevions. Ithas been prepared for geotechnical purposes only, without attempt fo assess possible contamination. Any references to potential contamination are for information only and do not necessarily indicate the presence or GAP gINT FN. FOte} Ri2|
Section 62
REPORT OF TEST PIT: GA11 GAP5_1_MDORE.GLB FULL PAGE JA2004\GEOTECHNICAL\04682104\FIELDWORK_LOGS\046821041PBH.GPJ_GAPS_1.GDT_06/08/2004_12:41:52 PM SHEET: 1 OF 1 CLIENT: Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 6m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH; 2.50 m LOGGED: PGH DATE: 21/7/04 JOB NO: 04682104 BUCKET TYPE; _350 mm Toothed CHECKED: DATE: Excavation Sampling Fieki Material Description = BS cowie elo [3 w is STRUCTURE AND 8 Is =e FIELD TEST 2 ys SOIL/ ROCK MATERIAL DESCRIPTION 5 ioe ADDITIONAL a a Ee = Bale | es g0/9 3 BB OBSERVATIONS = lie] 2 |] SE | Z| 59]3 $ 8 700 PT aM] Sity SAND J el fine to medium grained, ight grey, trace of root matter g 0.30 |__| 5/0 Cayey SAND 4 fine to medium grained, light grey and light brown 05 l'. 4 a] a 0.80 |_| 5.20 Sandy CLAY g J low to medium plasticity, red, ignt grey and light brown motting 5 10 J 2 | 4 z g a 4 2 & 4 i} 1s 130 =| 5 470 Sity Sandy CLAY 5 J medium to high plasticity, pale grey, trace of red matting 8 15 4 1.80 420 Sity CLAY a high plasticity, pale grey, trace of red and light brown mottiing, trace z offine sand 20 4 2.50 zz] 3.50 TEST PIT [email protected] 30 4 ee This report of test pit must be read in conjunction with accompanying notes and abbreviations. It as been prepared for geotechnical purposes only, without aitempt tp assess possible contamination. Any references to potential contamination are for information only and do not necessarily indicate the presence or absence of soll or groundwater contamination. GAP gINT FN. FOte| Ri2)
Section 63
a SHEET: 1 OF 1 CLIENT: Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 105m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 2.50 m LOGGED: PGH DATE: 22/7/04 JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: Excavation Sampling Field Material Description jz - iO bo a SKEle| 23 SAMPLEOR B Q é SOIL/ ROCK MATERIAL DESCRPTION & E. STADOTTONAL = [52] zs 8 Ee 2 5 Be OBSERVATIONS 2 Bz] S| BE [PR «| 69 | 3 $ 8 9a > Tu] Sily SAND J . e fine to medium grained, light grey, trace of root mattter a = 0.20 10.30 Clayey SAND 4 fine to medium grained, light grey and light brown a 0 0.50 |_| 4 ° 10.00 ‘Sandy CLAY 4 medium to high plasticity, light grey and light brown 1 ps070080n o a 4 # 2] 4910 4 8 “ 9.50 ‘Sandy CLAY a 4 medium to high Pasi, light grey, some red and ight brown 5 matting 2 x Fy 7 Ds 1204.30n zlz = 4 2 2 3 7 $ & 15 4 8 4 5 4 >I 200 g 20-55 eG |_| a a q medium plasticity, pale grey, trace of red and light brown mottling Ei i | = 8 x 4 g es a 250 = a 8.00 TEST PIT [email protected] & 4 g 4 g Z| 4 a o 4 3 g 30 4 g g 4 q J al & 4 2 “pt—i_— LoyJ —L—-~~~-4 Jet ee Le & “Tis report of test pit must be readin conjuncion wth accompanying notes and abbreviations, tthas been prepared for geotechnical purposes only, without 3 attempt to assess possible contamination. Any references to potential contamination are for information only and do not necessarily indicate the presence or absence of soil or groundwater contarnination. GAP gINTEN FOle
Section 64
oa,
Gist.
REPORT OF TEST PIT: GA13
GAPS_1_MDORE.GLB FULL PAGE J\2004tGEOTECHNICAL\04882 {04\FIELDWORK_LOGS\046521047PBH.GPJ_GAPS_1.GDT_96/08/2004_12:41:58 PM
SHEET: 1 OF 1
Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator
PROJECT. Noosa Business Centre - Stage 1 SURFACE RL: 105m DATUM: AHD71 CONTRACTOR: IBS
LOCATION: Eenie Creek Road PIT DEPTH: 2.70 m LOGGED: PGH DATE: 22/7/04
JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE:
Excavation Sampling Field Material Description
b
BS g 2 w ki STRUCTURE AND
8 ke <F opie & 2 ]& SOIL/ ROCK MATERIAL DESCRIPTION 5 be ADDITIONAL
= Be| Es 8 ee 2 & ga OBSERVATIONS
2 ee} S| BE [a zoo |S 2 88
5% ==]S6 | Cayey SAND
4 4 fine to medium grained, light grey, trace of root matter
g
030 |__]
10.20 ‘Sandy CLAY
J medium plasticity, light grey, light brown and trace of red motiling
05s 4
7 U500600.70m
4 PR=>600kKPa 4
g 2.90 EE
Gi 960 be ‘Sandy Sy CLAY
z +0 7 medium to high plasty, pale grey, some red, ace of brown d
3 “ x = 1 motting
a 4 a,
& 4 co
5
5 4 la
in} 2 149 bea] =
2 9.10 fe —f Cl | Sity CLAY
9 1s medium plasticity, light grey, trace of red mottirg, some gravel x 4
7 DS 1604.70
J ro
204 4
254 4
4 a |
270 ie
7.80 TEST PIT [email protected]
304 4
Jt _ LyJ3 —-L—~~_~___tij Ji EL IL
This report of test pit must be read in conjunction with accompanying notes and abbreviations. Ithas been prepared for geotechnical purposes only, without
altempt to assess possible contamination. Any references to potential contamination are for information only and do not necessaaily indicate the presence or
absence of soil or groundwater contamination.
GAP gINT FN. FOte|
RZ
Section 65
SHEET: 1 OF 1
CUENT: Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator
PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 8.5m DATUM: AHD71 CONTRACTOR: IBS
LOCATION: Eenie Creek Road PIT DEPTH: 3.00 m LOGGED: PGH DATE: 22/7/04
JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE:
Excavation Sampling Field Material Description
b
iz o 3B w E
STRUCTURE AND
8 Es <3 anes i QE SOIL/ROCKMATERIAL DESCRIPTION & be ADDITIONAL
= Saf | Es R o 5 jaa OBSERVATIONS
BOSE | bs lon 8} 2818 Sha
= fic} | of | re wz} oS{3 = [ba
90550 Mt] Sty SAND
4 fine to medium grained, light gray, trace of root matter
=
4 4 2
8.30,
B20 Sandy CLAY
J low plasticity, light brown and light grey
Ds040050n
05 4
=
4 a
g
8 0.90 |__|
fa 7.60 CH] Sity CLAY
5 40-4 high plastictty, light grey, some red mottling J
a | 1
a| J
=
2
z 4
a DS 1204.30n
s 4
a
= 5 wo} = | ey Ed
a g 7.40 becoming pale grey, some red and light brown matting
8] 154 4
3 1 2
t
3 4
g| 4
& =
g 2 ;
B
z 4
3
g 4
Wf | | |
3 4
3 4
3
z 4
&
g 4
g
Z| 39} 300
g ww] 850 TEST Pit [email protected]
8 4
4 J
3 4
& 4
2
“-J_L_ Lot -L—_____J JjJ—-t—--—____—— —--—----~--—~—-—Lij_t-—
@ This repot of test pit must be read in conjunction with acoompanying notes and abbreviations. Ithas been prepared for geotechnical purposes only, without
6 attempt to assess possible contamination. Any references to potential contamination are far information only and do not necessarily indicate the presence or
absence of soil or groundwater contaminaton, GAP GNTFN Fite
Section 66
REPORT OF TEST PIT: GA15 oN. GAPS_1_MDORE,GLB FULL PAGE J\2004\GEOTECHNICALI04652104\FIELDWORK_LOGS\04682104TPBH.GPJ GAPS_1.GDT 06/08/2004 12:42:04 PM SHEET: 1 OF 1 CLIENT: Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 8.5m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 2.80m LOGGED: PGH DATE: 22/7/04 JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: Excavation Sampling Field Material Description Ww ay BS SAVPLEOR g 3 w i STRUCTURE AND 8K z 5 SOIL/ ROCK MATERIAL DESCRIPTION 3 be ADDITONAL 2B big} zs FIELD TEST oO eB Ea] | ES loom 8 & a OBSERVATIONS 3 ie] S| GE | t 3 $8 Oa SM] Sity SAND 4 fine to medium grained, light grey, trace of root matter 1 a 0.30 = 820 Clayey SAND 4 fine to medium grained, light grey, light brown, o5—[ 280 } | J 8.00 ‘Sandy CLAY J high plasticity, ight grey, light brown, trace of red matting 150060070 J PP=400iPa a a 4 8 2 | 104 4 8 a 4.10 5 740 Silty CLAY , 2 J high plasticity, pale grey and red, trace of ight brown molting G u = 4 g a 2 7 DS 140-.50m = 1s 4 g 1.90 660 ‘Sandy Sty CLAY 20-4 high plasticity, pale grey, some red and light brown motting J 240 6.10 ‘Sandy CLAY 2 medium plasticity, pale grey, trace of red and light brown matting 4 2.80 5:70 TEST PIT DISCONTINUED @ 280m 30— 4 Poets +l KKK JjJ—Hle t e e Pat ‘This report of test pit must be read in conjunction with accompanying notes and abbreviations. It has been prepared for geotechnical purposes only, without altempt fo assess possible contamination. Any references to potential contamination are for information only and do nat necessarily indicate the presence or absence of sof or groundwater contamination. GAP gINT FN. FOte Ri2)
Section 67
f - GAPS_1_MDORE.GLB FULL PAGE JA2004tGEOTECHNICAL\04882104\FIELOWORK_LOGS\04652104TPBH.GPJ_GAPS_1.GDT_06/08/2004_12:42:08 PM REPORT OF TEST PIT: GA16 SHEET: 1 OF 1 CUENT: Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 4.5m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 3.00 m LOGGED: PGH DATE: 22/7/04 JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: Excavation ‘Sampling Field Materia! Description p- Iso 3g ia STRUCTURE AND ake = SAVPLECR f g/t SOIL / ROCK MATERIAL DESCRIPTION & lag: ADDITIONAL OBbl Ss] z8 FIELD TEST a 2 = bale 5S on g »|2 aes OBSERVATIONS = fie| =] OE |r 6913 2 ba Wa PT aM] Sity SAND : [-, 8] | fine to medium grained, ight grey, trace of root mater ASS sampies taken 4 everyy025mib 30mdeph 4 = a5 4 0.60 || 330 SAND J fine to medium grained, light grey, light brown, slightly cemented 8 2.90 8 fa 3.60 Clayey SAND Zt, o4 fine to medium grained, light grey, light brown, 4 a] 1 Zz 4.10 || 5 340 Sity CLAY . z J high icity, light gray, light brown, trace of fine sand E s 4 a 5 3 4 oO 5 15-4 = 4 7 Ds 1.80420 = q g 20-589 Pol haa 4 : _ ing light grey, trace of ight brown and red motied 7 4 4 Lx | |_—$ 4 pe —F 254 4 2.60 | | TH Cl | Sandy CLAY J medium plasticity, light grey, some red and light brown matting 4 z a > 3.00 1.50 TEST PIT [email protected] m + Jt L 35 LP LLL LL EL IL “This repot of test pi rust be retin conjunction wih accompanying notes and abbreviations, Ithas been prepared for geotechnical purposes only, without altemnpt to assess possible contamination. Any references fo potential contamination are for infomation only and do not necessarily indicate the presence or absence of soil or groundwater contamination. GAP gINTEN. Ff
Section 68
REPORT OF TEST PIT: GA17 SHEET: 1 OF 1 CLIENT: Stockwell Building & Development POSITION: Refer to Site Plan MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 5m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 3.00 m LOGGED; PGH DATE: 22/7/04 JOB NO: 04682104 BUCKET TYPE: 350 mm Toothed CHECKED: DATE: Excavation Sampling Field Material Description b es 3 wy E STRUCTURE AND 3 k= 2 SAMPLE OR 2/5 SOIL /ROCK MATERIAL DESCRIPTION 5 lor ADDITIONAL SBE xg FIELD TEST & Sg é 8 | oem bo 9 2 BS OBSERVATIONS 2 oe] S LSE |e #] So] 3 2 8 0-75 DT a] Sity SAND J [;, %] | fine to medium grained, ight grey, trace of root matter ASS sampies taken *) 4 evey025mio 4 30mdegh: 0.40 |_| 460 ysP|sanD os ‘ fine to medium grained, light grey oO 4 0.60 || 440 a g a 4 5 3] 4 a 4.10 __ 5 3.90 Ped Cl | SandyClay : z 4 4 medium plasticity, light grey, light brown & v2 g 4.30 4 8 370 Sity Sandy CLAY = 5 J medium to high plasticity, light grey, trace of red and light orown z= g matting al is 154 = 4 3 g E 8 4 g 4 ql 205 7] 5 | 4 5 20} | Pry LLU |__| g 2.80 becoming medium plasticity, pale grey, trace ofred motting 3 4 x 4 yt je | 3 4 = 3 3 4 3 £ 4 & 5 4 g 3.00 3 200 TEST PIT [email protected] 4 4 a A 2 3 4 z 4 3 = “oo hist —b A tt A 3 aftempt to assess possible contamination. ‘Any references to potential contamination are for information only and do not necessarily indicate the presence or aasence of soil ar groundwater contamination. GAP gINT FN. Fote RQ)
Section 69
REPORT OF TEST PIT: GA18 1_MDORE.GLB FULL PAGE JA2004\GEOTECHNICALI04682104\FIELDWORK_LOGS\04682104TPBH.GPJ_GAPS_1.GDT_06/08/2004_12:42:14 PM. GAPS _ SHEET: 1 OF 41 CUENT: Stockwell Building & Development POSITION: Refer fo Site Plan MACHINE: 6 Tonne Excavator PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 4.5m DATUM: AHD71 CONTRACTOR: IBS LOCATION: Eenie Creek Road PIT DEPTH: 3.00 m LOGGED; PGH DATE: 22/7/04 JOB NO: 04682104 BUCKET TYPE: _350 mm Toothed CHECKED: DATE: Excavation ‘Sampling Field Material Description Bs 3 3 w ia STRUCTURE AND 8 ea «| <3 Seer € SOIL/ ROCK MATERIAL DESCRIPTION & be ADDITIONAL z | = a 5 |e OBSERVATIONS 66a] 2 | hs | on 3 3 6a = fir] =] o& | ew 3 2 8 9-5 SV] Sty SAND 4 | fine to medium grained, ight grey, traoe of root mater ASS sampes taken J every025mib 30mdeph 0.30. 42 ‘Clayey SAND 4 fine to medium grained, light grey and pale brown, : 2 05 Som 4 070 3.80 ‘Sandy CLAY 4 low plasticity, light grey, pale brown a 2.90 = itd 360 Sity Sandy CLAY 2] 1] high plasticty, ight grey, pale brown 4 3 | 1 Zz | = a 2 é 4 $ wo) | Be Lou 3 30 becoming pale gy, iraoe of pale brown and red matting 3 4 oO is 154 = 4 1 g 2044 4 25-250 Ee 4 Loe |__| 4 2.00 [=H contains ferruginous cobbles/boulders. 74 4 ie] 4 ae 5 J PA g aS —. 3.00 cs 1.50 TEST PIT [email protected] pod —Las— Po LLL attempt to assess possible contamination. Any references tp potential contamination are for information only and do not necessarily indicate the presence or absence of soll or groundwater contamination. GAPQINTFN. FOte
Section 70
REPORT OF BOREHOLE: GA19
oo
GAPS_1_MDORE.GLB FULL PAGE JJ.\2004\GEOTECHNICAL04682104\FIELDWORK_LOGS\046821047TP3H.GPJ_GAPS_1.GDT_06/08/2004_12:42:18 PM
SHEET: 1 OF 1
Stockwell Building & Development POSITION: Refer to Site Plan DRILL RIG: Edson CP1
Noosa Business Centre - Stage 1 SURFACE RL: 11m DATUM: AHD71 DRILLER: Contract Drilling
Eenie Creek Road INCLINATION: -90° LOGGED: PGH DATE: 22/7/04
04682104 HOLE DIA:_100 mm HOLE DEPTH: 5.00 m CHECKED: DATE:
Orilling Field Material Description
iz p=
Ww 1
ES g 3 w a STRUCTURE AND
8 EE s E SOIL/ ROCK MATERIAL DESCRIPTION 5 ee ADDITIONAL,
= 2|f| es 8 5p OBSERVATIONS
GES|—) 8 |ocen 9 3 be
= fr} = {o£ | ee iz 3 = |6a
99-750 SM] Sity SAND
7 | fine to medium grained, light grey, trace of root mater 9
1 0.30
10.70 Clayey SAND
7 fine to medium grained, light grey and light brown
g | 05—- 4
Gi 4
E 070
3 10:30 Sity Sandy CLAY =
FA 4 high plasticity, ight grey and light brown g
bE 4
21 104 4
fl 4
= 4
2 wo} ti si=iYYiCUT LL ||
3 q 3.70 becoming pale grey, trace of red mottling
oO
15 4
2044 4
7 220 | Peep LPL Lt
1 880 becoming medium plasticity, pale grey =
a] | |= :
7 x
30 4
s_| 350 4
35750 Sandy CLAY
4 medium plasticity, pale grey
404 4
45 ‘| 450 J
650 SANDSTONE
4 extremely low strength, pale grey and red, fine to medium grained,
4 extremely weathered
| 500
6.00 END OF BOREHOLE @ 500m
This report of borehole must be read in conjunction with accompanying notes and abbreviations. [thas been prepared for geotechnical purposes only, without
attempt i assess possible contamination. Any references to potential contamination are for information only and do not necessarily indicate the presence or
absence of sof or groundwater contamination. GAP INT FN. Ota
Section 71
Gis. REPORT O F BOREHOLE: GA20 SHEET: 1 OF 1 GAPS_1_MDORE.GLB FULL PAGE J:\2004\GEOTECHNICALI046821041FIELDWORK_LOGS\04882104TPBH.GPJ_GAPS_1.GDT_06/08/2004_12:42:22 PM CLIENT: Stockwell Building & Development POSITION: Refer to Site Plan DRILL RIG: Edson CP1 PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 12m DATUM: AHD71 DRILLER: Contract Drilling LOCATION: Eenie Creek Road INCLINATION: -90° LOGGED: PGH DATE: 22/7/04 JOB NO: 04682104 HOLE DIA: 100 mm_HOLE DEPTH: 5.00 m CHECKED: DATE: Drilling ‘Sampling Field Material Description Ee iow 9 s g Eo Z w ho STRUCTURE AND |. | 3 eater Qe SOIL/ ROCK MATERIAL DESCRPTION 5 be ADDITIONAL bf Es 8 Be a 5 Ba OBSERVATIONS Bs] s | BE [Pa 3] 88/8 2 Be 007550 Te ]SM] Sity SAND a 4 020 . fine to medium grained, light grey, trace of root matter = 7780 | BDS0.20-050m ML | Oayey SIT | 7 low plasticity, light grey, trace of light brown g | 95 4 4 & E 070 = 3 "39 Sey CAT sch . a 7 1U50.0.80-0.90m medium to high plasticity, light grey and light brown 8 1 4.00 2] 10-4 ba =~ — — — — — —___ _-_____— 4 4 & | 106 becoming medium plasticty, pale grey $s 4 3 Zz 4 & 4 ve ° iJ 154 —~- 4 4 nay 7 a4 204 4 3 5. | 250 : 7 DS260270n high plasticity, pale grey and red 2.80 9.20 304 = 4 5: 3.50. 4 3s 32 40—| 4 45 DS450460m q e9_| 500 = 8700 END OF BOREHOLE @ 500m absence of soil or groundwater contamination. This report of borehole must be read in conjunction with accompanying notes and abbreviations. It has been prepared for geotechnical purpases only, without attempt to assess possible contamination. Any references tp potential contamination are for information only and do not necessarily indicate the presence or GAP gINT FN. F0ta] Ri2|
Section 72
Gisx.. REPORT OF BOREHOLE: GA21 GAP5_1_MDORE.GLB FULL PAGE JA2004\GEOTECHNICAL\04662104\FIELDWORK_LOGS\046521047PBH.GPJ GAPS_1.GDT_06/08/2004_12:42:24 PM ‘This repart of borehole must be read in conjunction with accompanying notes and abbreviations. Ithas been prepared for geotechnical purpases only, without attempt to assess possible contamination. Any references to potential contamination are for information only and do not necessarily indicate the presence or absence of soil or groundwater contamination. SHEET: 1 OF 1 Stockwell Building & Development POSITION: Refer to Site Plan DRILL RIG: Edson CP4 PROJECT: Noosa Business Centre - Stage 1 SURFACE RL: 11m DATUM: AHD71 DRILLER: Contract Drilling LOCATION: Eenie Creek Road INCLINATION: -90° LOGGED: PGH DATE: 22/7/04 JOB NO: 04682104 HOLE DIA:_ 100 mm_ HOLE DEPTH: 3.00 m CHECKED: DATE: Drilling Sampling Field Material Description iz > Eg SAMPLEOR g 2 yw E STRUCTURE AND gk a we Fé SOIL/ ROCK MATERIAL DESCRIPTION B foe ADDITIONAL ais) zs FIELD TEST z 1a 5 OBSERVATIONS GB) 2 | BE [oom glag|8 3 Ba = ite] }| o£ | re e| 53} 8 Ba 0000 P= Tau] Sity SAND 7 te ‘| fine grained, light grey, trace of root matter | Q 5 bj 0.40. = 10.60 ‘Sandy CLAY 8 05 Jow plasticity, light brown and red 7 i 4 z 4 8 0.80 = 6 40.20 [> =] CH | Sity Sandy CLAY 5 q high plasticity, pale grey and red, trace of gravel a z| 104 g 4 o 4 = 4 8 g 4 g 4 - > ° 1.50 2 4 15: 4 2 250 SANDSTONE 7 DS 4160-170 extremely low strength, pale grey, trace of red, exiremely weathered 204 4 254 , 4 7 Ds260270n a 7 3.00 800 END OF BOREHOLE @ 300m 7 REFUSAL 354 4 4044 4 454 4 50 4 GAP gINT FN. FOta| Ri2
Section 73
o™ EXPLANATION OF NOTES, ABBREVIATIONS & TERMS USED ON BOREHOLE AND TEST PIT REPORTS DRILLING/EXCAVATION METHOD AS Auger Screwing RD Rotary blade or drag bit HQ Diamond Core - 63 mm AV Auger V-Bit RT Rotary Tricone bit NMLC Diamond Core - 52 mm ATC Auger TC-Bit RAB Rotary Air Blast NQ Diamond Core - 47 mm HA Hand Auger RC Reverse Circulation BH Tractor mounted backhoe WB Washbore or Bailer PT Push Tube EX Tracked hydraulic excavator JET Jetting CT Cable Tool Rig EE Existing Excavation PENETRATION/EXCAVATION RESISTANCE L Low resistance. Rapid penetration possible with little effort from the equipment used. M Medium resistance. Excavation/possible at an acceptable rate with moderate effort from the equipment used. H High resistance to penetration/excavation. Further penetration is possible at a slow rate and requires significant effort from the equipment. R Refusal or Practical Refusal. No further progress possible without the risk of damage or unacceptable wear to the digging implement or machine. These assessments are subjective and are dependent on many factors including the equipment power, weight, condition of excavation or drilling tools, and the experience of the operator. WATER Ww Waiter level at date shown <j Partial water loss ce Water inflow | Complete water loss GROUNDWATER NOT The observation of groundwater, whether present or not, was not possible due to drilling OBSERVED water, surface seepage or cave in of the borehole/test pit. GROUNDWATER NOT The borehole/test pit was dry soon after excavation, however groundwater could be ENCOUNTERED present in less permeable strata. inflow may have been observed had the borehole/test pit been left open for a longer period. SAMPLING AND TESTING SPT Standard Penetration Test to AS1289.6.3.1-1993 4,7,11 N=18 4,7,11 = Blows per 150mm. _N = Blows per 300mm penetration following 150mm seating 30/80mm Where practical refusal occurs, the blows and penetration for that interval are reported RW Penetration occurred under the rod weight only HW Penetration occurred under the hammer and rod weight only HB Hammer double bouncing on anvil DS Disturbed sample FP Field permeability test over section noted FV Field vane shear test expressed as shear strength sy PID Photoionisation Detector reading in ppm PM Pressuremeter test over section noted PP Pocket penetrometer test (expressed as instrument reading in kPa) U63 Thin walled tube sample - number indicates nominal sample diameter in millimetres Ranking of Visually Observable Contamination and Odour (for specific soil contamination assessment projects) R=0 No visible evidence of contamination R=A No non-natural odours identified R=1 Slight evidence of visible contamination R=B Slight non-natural odours identified R=2 Visible contamination R=C Moderate non-natural odours identified R=3 Significant visible contamination R=D Strong non-natural odours identified ROCK CORE RECOVERY TCR = Total Core Recovery SCR = Solid Core Recovery RQD = Rock Quality Designation — Length of core recovered 100% Y Length of ovlindsical 4 _ > Axial lengths of core > 100mm long e100 Length of core run =~ . 1 “ ¢ «100 Length ofcore run ROCK STRENGTH TEST RESULTS v Point Load Strength Index (Isso) (Axial test - MPa) 4 Point Load Strength Index (Isso) (Diametral test - MPa) @ Uniaxial Compressive Strength (UCS) test result (MPa) GAP Form No. 6 RL2
Section 74
Piscine
METHOD OF SOIL DESCRIPTION
USED ON BOREHOLE AND TEST PIT REPORTS
GRAPHIC LOG - TYPICAL SYMBOLS FOR SOILS
| FILL
| GRAVEL (GP OR GW}
SAND (SP OR Sw}
S| SILT (ML OR MH)
TCLAY ICL, COR CH)
“4 ORGANIC SOILS
{(OLOR OH OR PY
2°42] COBBLES OR BOULDERS
Combinations of these basic symbols may be used to indicate mixed materials such as sandy clay.
CLASSIFICATION AND INFERRED STRATIGRAPHY
Soil and Rock is classified and described in Reports of Boreholes and Test Pits using the preferred method given in
AS1726 - 1993, Appendix A. The material properties are assessed in the field by visual/tactile methods.
Particle Size Plasticity Properties
Major Division |Sub Division |Particle Size
40
BOULDERS > 200 mm cH
el High plasticity
COBBLES 63 to 200 mm Medium ciay
@ 30 ch “oy
‘Coarse 20 to 63 mm = Low plasticity
GRAVEL Medium 6.0 to 20 mm 5 oy
5 = 20 MH
Fine 2.0 to 6.0 mm . High liquid
2 Timit silt
Coarse 0.6 to 2.0 mm =
SAND Medium 0.2 to 0.6 mm z 10 edi igus
= Lindt silt
Fine 0.075 to 0.2 mm Ci Clays ™
ML - Low liquid Umit silt
SILT 0.002 to 0.075 mm 0
0 10 20 30 40 50 60 70 80
CLAY < 0.002 mm ? Liquid Limit (%
MOISTURE CONDITION AS1726 - 1993
Symbol Term Description
D Dry Sands and gravels are free flowing. Clays & Silts may be brittle or friable and powdery.
M Moist Soils are darker than in the dry condition & may feel cool. Sands and gravels tend to cohere.
Ww Wet Soils exude free water. Sands and gravels tend to cohere.
CONSISTENCY AND DENSITY
AS1726 - 1993
Symbol Term Undrained Shear Symbol Term Density Index % SPT “N” #
Strength
VS Very Soft 0 to 12 kPa VL Very Loose Less than 15 Oto4
Soft 12 to 25 kPa L Loose 15 to 35 4to 10
F Firm 25 to 50 kPa MD | Medium Dense 35 to 65 10 to 30
St Stiff 50 to 100 kPa D Dense 65 to 85 30 to 50
VSt Very Stiff 100 to 200 kPa VD Very Dense above 85 Above 50
H Hard above 200 kPa
# SPT correlations are not stated in AS1726 — 1993, and may be subject to corrections for overburden pressure and
equipment type.
In the absence of test results, consistency and density may be assessed from correlations with the observed behaviour
of the material.
GAP Form No. 5
RIA
Section 75
TERMS FOR ROCK MATERIAL STRENGTH & WEATHERING AND ABBREVIATIONS FOR DEFECT DESCRIPTIONS STRENGTH Symbol Term Point Load Field Guide Index -Isso (MPa) EL Extremely < 0.03 Easily remoulded by hand to a material with soil properties. Low VL Very 0.03 to 0.1 | Material crumbles under firm blows with sharp end of pick; can be Low peeled with knife; too hard to cut a triaxial sample by hand. Pieces up to 30 mm can be broken by finger pressure. L Low 0.1 to 0.3 | Easily scored with a knife; indentations 1 mm to 3 mm show in the} specimen with firm blows of pick point; has dull sound under hammer. A piece of core 150 mm long by 50 mm diameter may be broken by| hand. Sharp edges of core may be friable and break during handling. M Medium 0.3 to 1 Readily scored with a knife; a piece of core 150 mm long by 50 mm diameter can be broken by hand with difficulty. H High 1to3 A piece of core 150 mm long by 50 mm diameter can not be broken by hand but can be broken with pick with a single firm blow; rock rings under hammer. VH Very 3 to 10 Hand specimen breaks with pick after more than one blow; rock rings High under hammer. , EH Extremely >10 Specimen requires many blows with geological pick to break through High intact material; rock rings under hammer. ROCK MATERIAL WEATHERING Symbol Term Field Guide RS Residual Soil developed on extremely weathered rock; the mass structure Soil and substance fabric are no longer evident; there is a large change in volume but the soil has not been significantly transported. Ew Extremely Rock is weathered to such’an extent that it has soil properties - i.e. it Weathered either disintegrates or can be remoulded, in water. HW Distinctly Rock strength usually changed by weathering. The rock may be pw Weathered highly discoloured, usually by iron staining. Porosity may be MW increased by leaching, or may be decreased due to deposition of weathering products in pores. Sw Slightly Rock is slightly discoloured but shows little or no change of strength Weathered relative to fresh rock. FR Fresh Rock shows no sign of decomposition or staining. ABBREVIATIONS FOR DEFECT TYPES AND DESCRIPTIONS Defect Type Coating or Infilling ‘Roughness B Bedding parting Cn Clean SI Slickensided xX Foliation Sn Stain Sm Smooth L Cleavage Vr Veneer Ro Rough J Joint Ct Coating SZ Sheared zone (Fault) Planarity Vertical Boreholes - The dip cs Crushed seam (Fault) Pl Planar (inclination from horizontal) of the DS Decomposed seam Un Undulating defect is given. Is Infilled seam St Stepped Inclined Boreholes - The Ss Schistocity inclination is measured as the Vv Vein acute angle to the core axis. a oy
Section 76
Appendix B Table B1 — Summary of Geotechnical Laboratory Testing Geotechnical Laboratory Test Results
Section 77
August 2004
TABLE B1 - SUMMARY OF GEOTECHNICAL LABORATORY TESTING
Test Results
Dry Density {t/cum.)
Moisture Content (%
Test Location
Sample Depth (m)
Liquid Limit (%)
Plastic Limit (%)}
Plastic Index (%)
Linear Shrinkage (%)
Percent Passing 0.075 mm
Moisture Content (%)
Shrink-Swell Index (%)
CBR Value (%)
In Situ Density (t/cum.)
Emerson Class No.
Golder Associates
04682104
Comments
Section 78
California Bearing Ratio Report arenrdance with its tarms of accreditation. This Client: Golder Associates Pty Ltd Report Number : G4004 - 48 Job Number: 4004 Report Date : 09/08/2004 Project : Laboratory Testing Order Number : Location : Project No:04682104,Commercial Dev.Eenie Greek Rd. Test Method - AS1289.6.1.1 Lab No: 56886 Sample ID: - Sample Location | Date Sampled: 21/07/2004 GM Date Tested: 28/07/2004 MC Method : AS 1289.2.1.1 Depth 0.3 - 0.5m Sampled By: Client Sample Method: =~ Material Source: Site For Use As: - Lot Number. - Remarks: Item Number: : Maximum Dry Density - MDD (t/m*) = 1.77 Optimum Moisture Content - OMC (%) = 16.5 Compactive Effort : Standard Nominated % Maximum Dry Density Compaction : 100.0 Nominated % Optimum Moisture Content Compaction : 100.0 Achieved Dry Density before Soak (t/m*) : 1.77 Achieved Percentage of Maximum Dry Density (%) : 100 Achieved Moisture Content (%) : 16.3 \|Achieved Percentage of Optimum Moisture Content (%) : 99 Test Condition (Soaked/Unsoaked) / Soaking Period (Days) : Soaked / 4. Swell (%) / Surcharge (kg): 05 / 45 kg Dry Density after Soak (t/m*) : 1.76 Moisture Content after Soak (%) : 17.5 Density Ratio after Soak (%) : 100 Field Moisture Content (%) : 48.0 Moisture Content (Top) after Penetration (%) : 18.2 Moisture Content_(Remainingl) after Penetration (%) : 16.9 CBR 2.5mm (%) : 8 CBR 5.0mm (%) : 8 Minimum Specified CBR Value (%) : CBR Value (%) : 8 Soil Description: Sandy Clay(Cl)-medium plasticity, fine to medium sand . APPROVED SIGNATORY Form Number: This Laboratory is accredited by the National Association of Testing Authorities, Austratia. The UN = test(s) reported herein have been performed in REP CBR-1 Mei Burnett
Section 79
California Bearing Ratio Report
Client: Golder Associates Pty Ltd Report Number : G4004 - 49
Job Number: 4004 Report Date : 09/08/2004
Project : Laboratory Testing Order Number :
Location : Project No:04682104,Commercial Dev.Eenie Creek Rd. Test Method : AS1289.6.1.1
Lab No: 56887 Sample ID: - Sample Location
Date Sampled: 21/07/2004 GAS
Date Tested: 28/07/2004 MC Method : AS 1289.2.1.1 Depth 0.3 - 0.6m
Sampled By: Client
Sample Method: 7°
Material Source: Site
For Use As: - Lot Number: -
Remarks: {tem Number: :
Maximum Dry Density - MDD (t/m®) : 41.69
Optimum Moisture Content - OMC _(%) : 20.0
Compactive Effort : Standard
Nominated % Maximum Dry Density Compaction : ' 100.0
Nominated % Optimum Moisture Content Compaction : 400.0
Achieved Dry Density before Soak (t/m*) : 4.69
Achieved Percentage of Maximum Dry Density (%) : 100
Achieved Moisture Content (%) : 19.5
Achieved Percentage of Optimum Moisture Content (%) : 98
Test Condition (Soaked/Unsoaked) / Soaking Period (Days) : Soaked / 4
Swell (%) / Surcharge (kg): 2.0 / 4.5 kg
Dry Density after Soak (t/m*) : 1.65
Moisture Content after Soak (%) : 22.3
Density Ratio after Soak (%) : 98
Fietd Moisture Content (%) : 15.0
Moisture Content (Top) after Penetration (%) : 24.4
Moisture Content (Remainingl) after Penetration (%) : 21.8
CBR 2.5mm (%) : 6
CBR 5.0mm (%) : 7
Minimum Specified CBR Value (%) :
CBR Value (%) : 7
Soil Description: Silty Sandy Clay(CH)-high plasticity,orange brown/grey, fine to medium sand
This Laboratory is accredited by the National
Association of Testing Authorities, Australia. The
test(s) reported herein have been performed in
anrardanra urith ite farme nf accreditation This
APPROVED SIGNATORY
Form Number:
REP CBR-1
Section 80
California Bearing Ratio Report Client : Golder Associates Pty Ltd Report Number : G4004 - 50 Job Number: 4004 Report Date : 09/08/2004 Project : Laboratory Testing Order Number : Location : Project No:04682104,Commercial Dev.Eenie Creek Rd. Test Method : AS1289.6.1.1 Lab No: 56888 Sample ID: - Sample Location Date Sampled: 21/07/2004 GAS Date Tested: 28/07/2004 MC Method : AS 1289.2.1.1 Depth 0.2 - 0.6m Sampled By: Client Sample Method: =~ Material Source: Site For Use As: i. Lot Number: - Remarks: item Number: = Maximum Dry Density - MDD (t/m®) : 1.77 Optimum Moisture Content - OMC (%) : 16.0 Compactive Effort : Standard Nominated % Maximum Dry Density Compaction : 100.0 Nominated % Optimum Moisture Content Compaction : 100.0 Achieved Dry Density before Soak (t/m*) : 1.77 Achieved Percentage of Maximum Dry Density (%) : 100 Achieved Moisture Content (%) : 16.3 Achieved Percentage of Optimum Moisture Content (%) : 102 Test Condition (Soaked/Unsoaked) / Soaking Period (Days) : Soaked / 4 Swell (%) / Surcharge (kg): 10 / 4.5 kg Dry Density after Soak (t/m®) : 1.76 Moisture Content after Soak (%) : 18.2 Density Ratio after Soak (%) : 100 Field Moisture Content (%) : 1.2 Moisture Content (Top) after Penetration (%) : 18.1 Moisture Content (Remaining!) after Penetration (%) : 16.1 CBR 2.5mm (%) : 9 CBR 5.0mm (%) : 10 Minimum Specified CBR Value (%) : CBR Value (%) : 10 Soil Description: Sandy Clay(Cl)-medium plasticity,grey brown fine to medium sand N This Laboratory is accredited by the National APPROVED SIGNATORY Form Number: A Association of Testing Authorities, Australia. The T test(s) reported herein have been performed in a ananrdanna utith ite tarme nf arcroditatinn Thic OE) REP CBR-1 Me! Burnet
Section 81
California Bearing Ratio Report Sampled By: Client Sample Method: ~ Material Source: Site Client : Golder Associates Pty Ltd Report Number : G4004 - 54 Job Number: 64004 Report Date : 09/08/2004 Project : Laboratory Testing Order Number : Location : Project No:04682104,Commercial Dev.Eenie Creek Rd. Test Method : AS1289.6.1.1 Lab No: 56896 Sample ID: - Sample Location Date Sampled: 22/07/2004 GA 20 Date Tested: 28/07/2004 MC Method : AS 1289.2.1.1 Depth 0.2 - 0.5m For Use As: - Lot Number: - Remarks: Item Number: - Maximum Dry Density - MDD (t/m?} : 1.77 Optimum Moisture Content - OMC (%) : 13.5 Compactive Effort : Standard Nominated % Maximum Dry Density Compaction : 100.0 Nominated % Optimum Moisture Content Compaction : 100.0 Achieved Dry Density before Soak (t/m*) : 4.77 Achieved Percentage of Maximum Dry Density (%) : 100 Achieved Moisture Content (%) : 13.8 ‘Achieved Percentage of Optimum Moisture Content (%) : 101 Test Condition (Soaked/Unsoaked) / Soaking Period (Days) : Soaked / 4 Swell (%) / Surcharge (kg): 05 / 45 kg Dry Density after Soak (t/m*) : 1.76 Moisture Content after Soak (%) : 15.7 Density Ratio after Soak (%) : 100 Field Moisture Content (%) : 8.9 Moisture Content (Top) after Penetration (%) : 15.6 eee mm Sew Rs co ints 4149 CBR 2.5mm (%) : 12 CBR 5.0mm (%) : 16 Minimum Specified CBR Value (%) ° CBR Value (%): 16 Soil Description: Silty Clayey Sand(SC)-fine to medium grained,dark grey, yellow mottied,low plastic fines This Laboratory is accredited by the National Association of Testing Authorities, Australia. The test(s) reported herein have been performed in aa etn nn ek A tae AE Ann eaditntian Thin APPROVED SIGNATORY Form Number: AS REP CBR-4 Mal Rurnatt
Section 82
Shrink Swell Report
Client: Golder Associates Pty Ltd Report Number : G4004 - 52
Job Number: ©4004 Report Date : 09/08/2004
Project : Laboratory Testing Order Number :
Location : Project No:04682104,Commercial Dev.Eenie Creek Rd. Test Method : AS1289.7.1.1
_ |Lab No: 56898 Sample ID Sample Location
{Date Sampled: 22/07/2004 SANS
Date Tested: 23/07/2004 Pepin og -oum
Sampled By: ° Client
Sample Method:
Materia! Source: Site
For Use As: Lot Number:
Remarks: ttem Number:
Page 1 of 1
Shrinkage Moisture Content (%) 24-6 Swell MC Betore(%) 25-4 swellmc Atier(%) 22-2
Shrinkage (%) A6 Swell (%) + 1.4
Unit Weight (tim*) 2.03 PP (kPa) Before PP (kPa) After
Shrink-Swell Index (Iss %) 2.9
Visual Classification Sandy Clay(CH)-high plasticity,pale grey/yellow brown,fine to medium sand
leet Matestat Pattenata vor. O
Cracking No Cracking
Crumbling No Crumbling
Ta
This Laboratory is accredited by the National
Association of Testing Authorities, Australia. The
test(s) reported herein have been performed in
accordance with its terms of accreditation. This
APPROVED SIGNATORY
Mel Burnett
Form Number:
REP SHSW-1
Section 83
_ Shrink Swell Report Client : Golder Associates Pty Ltd Report Number : G4004 - 53 Job Number: 4004 Report Date : 09/08/2004 Project : Laboratory Testing Order Number : Location : Project No:04682104,Commercial Dev.Eenie Creek Rd. Test Method : AS1289.7.1.1 Lab No: 56919 Sample ID Sample Location bate Sampled: 22/07/2004 GA? Date Tested: 26/07/2004 Depmmoe oem Sampled By: Client Sample Method: Material Source: Site For Use As: Lot Number: Remarks: ltern Number: Page 1 of 1 Shrinkage Moisture Content (%) 17-6 Swell MC Before(%) 23-8 swetcatter%) _ 31-0 Shrinkage (%) 2.8 Swell (%) + 6.4 Unit Weight (t/m*) 1.94 PP (kPa) Before PP (kPa) After Shrink-Swell Index (Iss %) 3.3 Visual Classification Sandy Clay(CH)-high plasticity,grey/yellow brown,fine to medium sand *>|inert Material Estimate (%): 0 Cracking No Cracking Crumbling No Crumbling APPROVED SIGNATORY Form Number: N This Laboratory is accredited by the National A Association of Testing Authorities, Australia. The Ta test(s) reported herein have been performed in accordance with its terms of accreditation. This Mel Burnett REP SHSW-1
Section 84
\ on, Quality of Materials Report Client: Golder Associates Pty Ltd Report Number: G4004 - 54 Job Number: 64004 Report Date: 09/08/2004 Project: Laboratory Testing Order Number: Location Project No:04682104,Commercial Dev.Eenie Creek Rd. Page 1 of 1 Lab No: 56886 Sample ID: Sample Location Date Sampled: 21/07/2004 Item No: GA1 Date Tested: 27/07/2004 Depth 0.3 - 0.5m Sampled By: Client Sample Method: Material Source: Site For Use As: Lot Number: Remarks: Spec Number: AS. Sieve Sizes Specification Percent Specification . Minimum Passing Maximum Test Method: AS1289.3.6.1 75.00 mm : 53.00 mm - 37.50 mm = 26.50 mm > 49.00 mm , - 43.2 mm - 9.50 mm. - 6.70 mm - 4.75 mm “ 2.36 mm = 1.18 mm - 0.600 mm = 0.425 mm - 0.300 mm = 0.150 mm - 0.075 mm 66 Atterberg Tests Test Method Specification Result Specification Liguid Limit (%) AS 1289.35.11 st Plastic Limit (%) AS1289.3.2.1 16 Plasticity Index AS1289.3.3.1 21 Linear Shrinkage (%) AS1289.3.4.1 12.0 PL. x % Passing 0.425 mm L.S. x % Passing 0.425 mm Ratio of % Passing (0.075 / 0.425) APPROVED SIGNATORY Form Number: N This Laboratory is accredited by the National A Association of Testing Authorities, Australia. The Ta test(s) reported herein have been performed in accordance with its terms of accreditation. This Mel Burnett REP QUAL-1
Section 85
Oualitv of Materials Report
Client: Golder Associates Pty Ltd Report Number: G4004 - 55
Job Number; G4004 Report Date: 09/08/2004
Project: Laboratory Testing Order Number:
Location Project No:04682104,Commercial Dev.Eenie Creek Rd. Page 1 of 1
Lab No: 56887 Sample ID: Sample Location
/ Date Tested: 2710712004 Depth 0.3 - 0.6m
u . |Sampled By: Client
Sample Method:
Material Source: Site
For Use As:
AS. Sieve Sizes Specification
Minimum
Test Method: AS1289.3.6.1_
Lot Number:
Percent Specification
Passing Maximum
75.00 mm
37.50 mm
26.50 mm
19.00 mm
13.2 mm
9.50 mm
4.75 mm
2.36 mm
1.18 mm
oo
0.425 mm
0.300 mm
0.150 mm
NATE cam
Liquid Limit (%) | AS 1289.3.1.1 |
[L.S. x % Passing U¥.425 mm { L
i i
71
1 BB ™aw. FP AD accordance with its terms of accreditation. This | Mier murnece 1
a 3
Section 86
Job Number: “7vY™ Bab awndnns Tanbinn a Repu vai. Piant A.S. Sieve Sizes Specification | Percent | Specification t 37.50 mm | ] - j 4 k T t T 1 | 4.12 TTT j 1 4 een} F ae T T 7 1 r~ 9150 mm ] ] - | [eiquid Limit (%) [_AS 1289.3.1.1 | | 34 | | [ES x % Passing 0.425 mm | | | f | 1 BN EF AW accordance with its terms of accreditation. This | Met burnett
Section 87
C Job Number: iSamnled Rv: wore LD nhanuatams Tartine Clinnt AS. Sieve Sizes 37.50 mm era, Specification Report vee. Percent Specification
Section 88
Appendix C Table C1 — Summary of ASS Testing Environmental Laboratory Test Results (Soil)
Section 89
August 2004
TABLE C1 - SUMMARY OF ACID SULFATE SOIL FIELD AND LABORATORY ANALYSIS RESULTS
04682104
1. Shaded pHrox results are those pHr- 2.0 Units‘or pH <3 at
2. Shaded TAA, Spos & % So, results are those exceeding the QASSIT action levels of 18 mol H'it or 0.03 %S.
3, Acid-Base Account = Total Acidity (ie. Potential + Actual + Retained) - Total ANC, but not less than TSA.
4, Required Lime Rate is calculated from the net Acid-Base Account with a factor of Safety = 1.5
IGA16 0.25 |Silty SAND, light grey 42 3.4 4
0,50 |Silty SAND, light grey 46 3.8 4 46 <0,04 4
0.75 |SAND, light grey, light brown 46 40 1
4.00 |Clayey SAND, light grey, light br 45 39 4 45 <0.01 4
1.25 |Silty CLAY, light grey, light brown 45 40 1
1,50 |Silty CLAY, light grey, light brown 44° 39 1 4.0 <0.01 7
1,76 |Silty CLAY, light grey, light brown 45 38 4
2.00 |Silty CLAY, light grey, light brown 44° 38 1
2.25 |Silty CLAY, It grey, it br, red 44° 3.8 4
2.80 |Silly CLAY, It grey, It br, red 45 38 1
2.75 |Sandy CLAY, It grey, red, it br 46 4.0 1
3.00 |Sandy CLAY, it grey, red, It br 49 40 1
GAI7 0.25 |Silty SAND, light grey 45 34 2 38 <0.07 5
0.80 |SAND, light grey 46 43 4
0.75 |SAND, light grey, pale brown, 46 39 4 AS <0.01 3
1.00 |SAND, light grey, pale brown 46 42 4
1.25 |Sandy CLAY, light grey, light br 47 39 1 40 <0.01 7
1.50 |Silty Sandy CLAY, It grey, red, It 49 39 2 41 <0.01 5
1.75 |Silty Sandy CLAY, It grey, red, It 46 39 1
2.00 |Silty Sandy CLAY, It grey,red,It} 4.7 4.0 1
2.25 |Silty Sandy CLAY, p grey, red 45 39 1 .
2.50 |Silty Sandy CLAY, p grey, red 43° 42 1
2.75 |Silty Sandy CLAY, p grey, red 47 42 1
3.00 |Silty Sandy CLAY, p grey, red 45 40 1
IGA18 0.25 [Silty SAND, light grey 62 42 1
0.50 |Clayey SAND, light grey, pale br 49 31 2 39 <0.01 8
0.75 |Sandy CLAY, light grey, pale br 50 42 1
1.00 | Silty Sandy CLAY, it grey, p br 5.0 39 1 39 <0.01 7
1.25 |Silty Sandy CLAY, It grey, p br 50 39 1
1.50 |Silty Sandy CLAY, p grey, red 51 4.0 2 37 <0.01 42
1.75 |Silty Sandy CLAY, p grey, red 5.0 4.1 1
2.00 {Silty Sandy CLAY, p grey, red 5.0 44 1
2.26 |Silty Sandy CLAY, p grey, red 49 45 1
2.50 |Silty Sandy CLAY, p grey, red 48 43 1
2.75 {Silty Sandy CLAY, p grey, red 48 42 1
3.00 |Silty Sandy CLAY, p grey, red 48 44 1
Notes:
Golder Associates
Section 90
Noosa Civic Engineering Report Noosa Civic APPENDIX B Construction EMP QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page i
Section 91
Noosa
Insert Civic
report title here
Construction
Insert projectEnvironmental
name
Management Plan
Insert job reference
J13041
Prepared for
QIC Noosa Civic Pty Ltd
November 2014
Section 92
Noosa Civic
Construction Environmental Management Plan
Contact Information Document Information
Cardno (QLD) Pty Ltd Prepared for QIC Noosa Civic Pty Ltd
ABN 57 051 074 992 Project Name Noosa Civic
File Reference O:\J13041\WP\engineering
Level 11 Green Square North Tower
report\Appendices\Appendi
515 St Paul’s Terrace
x B - Construction
Fortitude Valley QLD 4006
EMP.docx
Locked Bag 4006 Fortitude Valley
Job Reference J13041
Telephone: 07 3369 9822 Date November 2014
Facsimile: 07 3369 9722
International: +61 7 3369 9822
[email protected] Noosa Civic Pty Ltd Version 1 November 2014
Appendix B - Construction EMP.docx Page ii
Section 93
Noosa Civic
Construction Environmental Management Plan
Table of Contents
1 Introduction 1
2 Objectives 2
3 Environmental Management Plan Preamble 3
3.1 Legislative Framework 3
3.2 Terminology 3
3.3 Program and Contractual Obligations 4
3.4 Non-compliance with the CEMP and Corrective Action Requirements 4
3.5 Emergency and Contingency Plans 4
3.5.1 Heavy or Prolonged Rainfall 5
3.5.2 Halt in Construction Works due to Unforeseen Circumstances 5
3.5.3 Spill Response Measures 5
3.5.4 Environmental Incidents and Emergencies 6
3.6 Competence, Training and Awareness 6
4 Environmental Management Measures 7
4.1 Element 1: Acid Sulfate Soils 7
4.2 Element 2: Cultural Heritage 10
4.3 Element 3: Soil Erosion & Sediment Loss 12
4.4 Element 4: Fauna and Flora, Weeds and Pests. 16
4.5 Element 5: Storage and Handling of Hazardous Materials 20
4.6 Element 6: Public Amenity and Community 22
4.7 Element 7: Waste Management 26
4.8 Element 8: Traffic Control Management 28
Tables
Table 4-1 Construction Stormwater Quality Objectives 13
Table 4-2 General nuisance noise level limits 23
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Section 94
Noosa Civic
Construction Environmental Management Plan
1 Introduction
QIC Noosa Civic Pty Ltd (QIC) is proposing to expand Noosa Civic located at 28 Eenie Creek Road,
Noosaville, within Noosa Shire.
The site of the proposed expansion is currently in an undeveloped natural state.
Cardno (Qld) Pty Ltd (Cardno) was commissioned to provide environmental management planning services
to the applicant in relation to the design and environmental management of the construction works.
This Construction Environmental Management Plan (CEMP) has been prepared by Cardno to provide details
of the environmental management requirements for construction of the project, as well as certain operational
aspects.
This CEMP provides overarching performance criteria that are to be met in order to minimise impacts of the
works on the surrounding physical and social environment. In particular, the aims of this CEMP are to
ensure that:
commitments and recommendations made by this CEMP and relevant technical reports for the purpose
of protecting environmental values are implemented during the operational works;
a high level of environmental care and responsibility is demonstrated and best practice environmental
management is achieved during the construction phase of the project;
compliance with relevant legislation and permit conditions are demonstrated and satisfied; and
environmental responsibilities, monitoring, reporting and auditing procedures are established to
demonstrate due diligence.
While this CEMP will form the basis of the contractor’s corresponding Plan, it is not intended as a
replacement for due consideration of the management of issues and impacts by the contractor.
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2 Objectives
This CEMP provides clear performance criteria for the construction phase of the development that are to be
met in order to minimise adverse impacts to the receiving environment. In particular, this CEMP provides
mechanisms whereby the environmental performance associated with the construction works can be
measured, and provides procedures for the implementation of agreed corrective actions, if required.
To satisfy the above objectives, this CEMP addresses the following key components:
Rationale: identification of the element to be managed and the potential for environmental impact of
activities associated with each element;
Objectives: identification of the environmental objectives and targets to be achieved in line with the
rationale and in compliance with applicable legislation;
Tasks/Actions: monitoring and management measures to be implemented in order to achieve the
stated objectives and targets to ensure impact mitigation;
Performance Indicators: measurable indicators and standards set to assess the efficiency of
management measures and determine compliance with the associated operational plans;
Monitoring: monitoring requirements to measure compliance with the performance indicators and
frequency of monitoring;
Reporting and Review: the requirements for reporting of monitoring results and review of management
measures where required; and
Corrective Actions: measures to be undertaken should monitoring indicate non-compliance with
performance indicators.
The CEMP is a flexible living document which should be updated to reflect any changes in the project and be
updated with any self-monitoring, feedback and reviews conducted.
This CEMP shall be reviewed if the construction design undergoes substantial changes prior to
commencement of the works.
The Contractor undertaking the works shall assume responsibility for the implementation of this CEMP.
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Section 96
Noosa Civic Construction Environmental Management Plan 3 Environmental Management Plan Preamble 3.1 Legislative Framework The Environmental Protection Act 1994 (EP Act) protects environmental values through development and implementation of environmental protection policies and regulates environmentally relevant activities prescribed in the Environmental Protection Regulation 2008 (EP Reg). The EP Reg provides details for matters dealt with in the EP Act, including procedures for environmental impact statements, environmentally relevant activities, and environmental nuisance. The Environmental Protection (Water) Policy 2009 (EPP Water) ensures protection of environmental values from activities that may result in the release of contaminants to watercourses or stormwater drains. The Environmental Protection (Air) Policy 2008 (EPP Air) ensures protection of ambient air quality and specifies indicators and air quality goals for control of the release of airborne contaminants. The Environmental Protection (Noise) Policy 2008 (EPP Noise) specifies an acoustic quality objective for the protection of well-being and amenity of individuals and the community in residential areas. Planning noise levels are also specified for development of beneficial assets. The Nature Conservation Act 1992 (NC Act) and subordinate legislation provides a framework for the conservation of nature, by specifying management principles and intents for areas and species of conservation significance. The Vegetation Management Act 1999 (VM Act) and subordinate legislation regulates the clearing of native vegetation mapped as either remnant vegetation on a regional ecosystem (RE) map or remnant map, or regulated regrowth vegetation identified on a regrowth vegetation map, as well as native woody vegetation on State lands. The Sustainable Planning Act 2009 (SPA), together with the subordinate Sustainable Planning Regulation 2009 (SPR), seeks to achieve ecological sustainability by managing the process by which development takes place, managing the effects of development on the environment, and continuing the coordination and integration of planning at the local, regional and State levels. The Land Protection (Pest and Stock Route Management) Act 2002 governs the management of pest plants and animals, and the application of controls and restrictions on ‘declared pests’. The Aboriginal Cultural Heritage Act 2003 defines the duty of care to ensure that all reasonable and practical measures are taken to prevent damage to places and objects of Aboriginal cultural, historical or archaeological significance. The Work Health and Safety Act 2011 ensures protection of all personnel and the environment when storing and handling dangerous goods. 3.2 Terminology The term Act refers to the EP Act 1994. The term the proponent or the operator refers to QIC Noosa Civic Pty Ltd. The term NSC refers to the Noosa Shire Council. The term CEMP refers to this Construction Environmental Management Plan. The term DEHP refers to the Department of Environment and Heritage Protection. The term Environmental Officer refers to the person nominated by the Contractor to oversee environmental matters mentioned within this CEMP. The terms Principal, Superintendent, Contractor and Works shall have the meaning assigned to them under the Contract. It is understood that the Project Manager will be the Contractor’s representative onsite. Noosa Civic Version 1 November 2014 Appendix B - Construction EMP.docx Page 3
Section 97
Noosa Civic
Construction Environmental Management Plan
The term waters includes river, stream, lake, lagoon, pond, swamp, wetland, unconfined surface water,
unconfined water, natural or artificial watercourse, bed and bank of any waters, dams, non-tidal or tidal
waters (including the sea), stormwater channel, stormwater drain, roadside gutter, stormwater run-off, and
groundwater and any part thereof.
3.3 Program and Contractual Obligations
This CEMP covers the construction works phase of the proposed development. This is defined as the period
from the commencement of works, including any vegetation clearing and earthworks, to the substantial
completion of the development including road-works, building works, stormwater, sewer and drainage, water
and electrical reticulation and landscaping works.
The Contractor is generally responsible for ensuring that the provisions of the CEMP are met, unless
explicitly stated within this CEMP.
No works are to be undertaken unless all necessary permits have been obtained from the relevant
administering authorities. All works are to be undertaken in accordance with the terms and conditions of
these permits.
The Contractor shall ensure that all persons who are to be employed or sub-contracted for the works shall be
adequately trained in respect of their individual responsibilities as set out in this CEMP and as provided by
the Act, including, but not limited to, the following:
General Environmental Duty – whereby a person in the performance of their duties shall not do so in a
manner which will cause, or is likely to cause, environmental harm unless the person takes all
reasonable and practical measures to prevent or minimise the harm;
Duty to Notify Environmental Harm – whereby if a person in the performance of their duties becomes
aware that serious or material environmental harm is caused or threatened then the person must contact
the Contractor whereupon the Contractor must immediately notify the Principal, NSC and/or DEHP; and
Compliance with the CEMP – whereby a person in the performance of their duties shall do so in a
manner that ensures that the provisions of this CEMP are complied with.
3.4 Non-compliance with the CEMP and Corrective Action Requirements
The Contractor shall assume responsibility for implementation of this CEMP. Where the Contractor becomes
aware of a site or operational condition that does not comply with stated performance indicators of this
CEMP, there is a requirement for a corrective action. A Corrective Action Request (CAR) form shall be
completed and authorised where appropriate in general compliance with the example CAR form provided in
Appendix B of this CEMP or similar. The Contractor shall also maintain a register of CARs, which shall
demonstrate that appropriate actions have been completed within a suitable timeframe.
Any CAR registered in accordance with this CEMP shall be provided to the Principal and may be provided to
any Local, State or Commonwealth Government Department, any statutory authority or other person, as
required by law.
The Contractor shall also maintain a register of complaints received in accordance with the activity and
manage the response to such complaints in accordance with a complaints management system which will
track the expeditious resolution of complaints.
Complaints which cannot be resolved in an efficient manner and in accordance with the requirements of the
CEMP shall trigger environmental monitoring where relevant and (where necessary) a review of the relevant
measures of the management plan to identify required improvements in order to address the complaints.
Complaints shall be made available to an administering authority for inspection as required by law,
3.5 Emergency and Contingency Plans
The site shall be appropriately managed to avoid detrimental impact upon the receiving environment external
to the site as a result of emergency situations such as periods of heavy or prolonged rainfall. The site shall
also be managed appropriately in the case of a halt in construction works due to unforeseen circumstances
in order to prevent adverse environmental impacts.
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Section 98
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3.5.1 Heavy or Prolonged Rainfall
Stormwater treatment and conveyance measures shall be employed at the site during the construction phase
to adequately manage stormwater flows. During periods of heavy or prolonged rainfall, the following
precautionary measures shall be implemented:
the Contractor shall cease construction activities until the site has been adequately drained;
the Contractor shall inspect erosion and sediment control measures to ensure optimal performance is
being achieved;
the Contractor shall recommence construction works only after the site has been assessed and it has
been determined that the risk of erosion and sedimentation has returned to pre-rainfall conditions; and
the Contractor shall recommence construction works only after all erosion and sediment control
measures have been assessed and it is confirmed that all structures are operating at optimal
performance. Should failures occur, repairs and/or replacements shall be implemented prior to the re-
commencement of construction works.
3.5.2 Halt in Construction Works due to Unforeseen Circumstances
In the event that construction works are halted due to unforeseen circumstances, the Contractor shall ensure
that all erosion and sediment control measures are intact and operational, and ensure that environmental
deterioration does not occur over the ‘stop works’ period.
Prior to vacating the site, the Contractor shall ensure that any stockpiles are adequately stabilised and the
total disturbed area is minimised to the greatest extent practicable. In addition, any site conditions that could
conceivably degrade over time and result in environmental harm shall be rectified.
The Contractor shall monitor and maintain site erosion and sediment control devices on a continual basis
until work re-commences at the site.
3.5.3 Spill Response Measures
In the event that accidental release of material occurs at the site, the following actions shall be implemented.
Appropriately trained staff shall take steps to contain the released material, if possible, until remedial
measures are fully implemented.
The Contractor shall be notified to make an initial assessment of the severity of the accidental release
and the nature of the material.
The Contractor shall notify the Principal and any administering authorities as required by law.
The Contractor shall take steps in consultation with the relevant administering authorities (if notified) to
treat, remove or otherwise manage the released material.
Appropriately qualified personnel shall make an assessment of the area to confirm the success of the
remediation works and whether additional works are required.
Appropriately qualified personnel shall assess the work procedures or cause of the failure and implement
any changes required to prevent reoccurrence of a similar incident in the future.
Following completion of remedial actions the Contractor shall provide an incident report or CAR to the
Principal detailing the nature of the incident and the corrective actions implemented.
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Section 99
Noosa Civic Construction Environmental Management Plan 3.5.4 Environmental Incidents and Emergencies The Contractor is to develop an Environmental Incident and Emergency Response procedure including an Environmental Incident Report form. The procedure shall clearly define response and notification requirements including all relevant details of those to be contacted in the event of an environmental incident or emergency. The Environmental Incident Report form shall include the details of the incident, and as a minimum include: date of incident; details of the persons who detected or notified the incident (internal and external); nature of the incident; and details of the corrective actions undertaken. The Principal and any administering authorities (if required by law) shall be notified of any recorded environmental incidents or emergencies for appropriate actions as soon as practicably possible. 3.6 Competence, Training and Awareness Site induction and training for attendance by all contractual staff and employees to inform on general environmental responsibilities, site-specific values such as ecological values and features to be preserved (onsite and offsite), environmental management controls, particularly in relation to water quality, are proposed. Noosa Civic Version 1 November 2014 Appendix B - Construction EMP.docx Page 6
Section 100
Noosa Civic Construction Environmental Management Plan 4 Environmental Management Measures 4.1 Element 1: Acid Sulfate Soils Rationale Given the existing ground levels within the site, and the proposed depths of excavation, it is unlikely that acid sulfate soils will be encountered during the construction process. However, this Acid Sulfate Soils plan has been prepared to ensure that suitable processes are available if such soils are encountered. It is proposed that a geotechnical investigation be carried out within the site prior to the commencement of construction to confirm that acid sulfate soils will not be disturbed during the construction process. This current plan will only come into force if acid sulfate soils are found during this investigation. Management measures relating to material stockpiles are addressed under Element 3: Erosion and Sediment Control. Objective/Target To minimise and if possible, avoid the exposure of AASS and/or PASS, and to prevent acid leachate from leaving the site and potentially impacting on adjacent waters. Performance Indicators Compliance with the following guidelines and documentation. State Planning Policy (SPP) (Queensland Government, 2014) Guidelines for Sampling and Analysis of Lowland Acid Sulfate Soils in Queensland (Ahern CR et al., 1998) Queensland Acid Sulfate Soil Technical Manual: Soil Management Guidelines (Dear et al., 2002) Acid Sulfate Soils Laboratory Methods and Guidelines (Ahern et al., 2004) Instructions for the Treatment and Management of Acid Sulfate Soil 2001 (EPA, 2001) To ensure all water runoff and discharges from the site comply with nominated pH levels of 6.5 – 8.5. Noosa Civic Version 1 November 2014 Appendix B - Construction EMP.docx Page 7
Section 101
Noosa Civic
Construction Environmental Management Plan
Management Measures
Tasks Actions / Monitoring Timing Responsibility
Minimise the excavation and Conduct all management measures required under the management to be specified in Prior to and Contractor
exposure of ASS during the works a Site Based Acid Sulfate Soils Management Plan. during
where possible and if exposure is Where excavations occur in medium or high risk areas, any materials excavated or excavation
necessary manage and treat exposed should be tested and if required treated and neutralised. works
accordingly.
Develop an ASS treatment pad to Soil Management Guidelines standards in a suitable
location.
Neutralisation treatment liming rates used must be in accordance with those prescribed
under the Acid Sulfate Soils Management Plan recommendations.
Neutralised material must be reused on-site where possible/feasible.
Conduct verification testing of treated material prior to material re-use as fill or offsite
removal.
The construction works should be sequenced in order to minimise exposure of ASS
where possible. For example no more ASS soils should be exposed than can be
treated in the containment and treatment areas at any given time.
Excavation works of ASS material must be staged in such a way to ensure that the
excavated material is treated as soon as practicably possible and that exposed soil
surfaces are refilled within, and not exposed for longer than, 24-48 hours.
Appropriate management, treatment and disposal of potentially acid contaminated
water runoff and leachate shall be designed and implemented.
Record keeping. Maintain appropriately detailed records of the following: Ongoing Contractor
Results of any Acid Sulfate Soils testing as required by this Acid Sulfate
Soils Management Plan, including verification testing;
Location of soil during the treatment process and rates / total quantities of
ameliorant added to the soil requiring neutralisation; and
Results of surface and ground water monitoring as required by the Acid
Sulfate Soils Management Plan.
Contractor to record all onsite and offsite ASS material movements in a waste tracking
form and provide to Principal at end of project.
Ensure all records and reports are made available to relevant administering authorities
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Tasks Actions / Monitoring Timing Responsibility
upon request.
Corrective actions. Should there be non-compliance with the stated performance indicators the following Ongoing Contractor
corrective actions are to be implemented:
identification of the cause of the non-compliance;
implementation of appropriate mitigation measures as determined by the
Principal in consultation with the Contractor and relevant experts (where
required); and
relevant validation monitoring to confirm that the nominated corrective
actions have been effective.
The Contractor shall implement the corrective action(s) as required within the agreed
timeframe noted on the CAR.
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Construction Environmental Management Plan
4.2 Element 2: Cultural Heritage
Rationale
Clearing, grubbing and earthworks, as proposed to be undertaken in association with the project, is likely to have the potential to disturb or harm
sites and/or objects of cultural heritage value. While no sites or objects of cultural heritage value are known to occur on site, appropriate
management measures must be implemented in the case of an unexpected cultural heritage find.
Objective/Target
To avoid disturbance to or damage of sites or objects of cultural heritage significance during the works.
Performance Indicators
Compliance with the Aboriginal Cultural Heritage Act 2003 and associated duty of care guidelines and human remains guidelines.
No destruction or damage of sites or objects of cultural heritage value.
Management Measures
Tasks Actions / Monitoring Timing Responsibility
Take all reasonable and practical In the event of a cultural heritage find being discovered, cease all earthworks Ongoing Contractor
measures to ensure the works do immediately and notify the Superintendent and the Cultural Heritage Coordination Unit
not harm aboriginal cultural of DEHP.
heritage.
Ensure any findings of sites or
objects which could potentially be
deemed a cultural heritage find are
dealt with appropriately.
Ensure any site or article Notify the Aboriginal parties for the area and seek their advice and agreement as to Ongoing Principal
considered to be of indigenous how works may best be managed to avoid or minimise harm to the Aboriginal cultural
cultural heritage value is dealt with heritage.
appropriately, in coordination with Where agreement cannot be reached with the Aboriginal Party for the area, the duty of
the Aboriginal parties for the area. care obligation under section 23 of the Aboriginal Cultural Heritage Act 2003 remains,
and all reasonable and practicable measures must be taken to ensure the activity does
not harm Aboriginal cultural heritage including, where necessary, through the
development of a Cultural Heritage Management Plan under Part 7 of the Aboriginal
Cultural Heritage Act 2003.
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Section 104
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Tasks Actions / Monitoring Timing Responsibility
Ensure any findings of human If any human bones are found, notify the Queensland Police and the Cultural Heritage Ongoing Contractor
bones are dealt with appropriately Coordination Unit of DEHP as well as the Superintendent and the Principal.
in accordance with the guidelines Ensure all bones remain in situ until identified. Do not recommence works until
for the appropriate handling of notification has been given by the Police or DEHP that suitable arrangements have
Aboriginal and Torres Strait been made for removal.
Islander human remains.
Record keeping. Ensure all records and reports are made available to relevant administering authorities Ongoing Contractor
upon request.
Corrective actions. Should there be non-compliance with the stated performance indicators the following Ongoing Contractor
corrective actions are to be implemented:
identification of the cause of the non-compliance;
implementation of appropriate mitigation measures as determined by the Principal
in consultation with the Contractor and relevant experts (where required); and
relevant validation monitoring to confirm that the nominated corrective actions have
been effective.
The Contractor shall implement the corrective action(s) as required within the agreed
timeframe noted on the CAR.
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Noosa Civic Construction Environmental Management Plan 4.3 Element 3: Soil Erosion & Sediment Loss Rationale Construction activities will involve grading and infrastructure works, as well as the stockpiling of materials. These activities have the potential to erode and release sediment into nearby receiving waters, notably the small creek which runs through OS7 and Eenie Creek downstream of the site. Uncontrolled erosion and sedimentation can also result in direct toxicity to flora and fauna, costly site damage, and reductions in visual and recreational amenity. This element of the CEMP does not preclude the Contractor from preparing additional plans containing preferred erosion and sediment control measures previously demonstrated as successful on sites with similar characteristics. In this regard, a separate Erosion and Sediment Control Plan (ESCP) has already been prepared by Cardno. Any Contractor ESCP should be consistent with the management intent specified below. Objective/Target Compliance with the ESCP and the Stormwater Management Plan (SMP) appended to the Engineering Report for the development. To minimise the impacts of soil erosion and sedimentation on the receiving environment within and in the vicinity of the construction site. To minimise any emissions associated with the construction works which have the potential to cause adverse impacts to water quality within Lake Weyba, Eenie Creek and tributaries. Performance Indicators Sediment and erosion control devices are installed and operational prior to the commencement of site establishment and construction activities. No failure of erosion and sedimentation control devices is detected during construction works. No erosion or changes in flows of water bodies within or in the vicinity of the site occur as a result of the works. All stormwater runoff, with potential to contact contaminated areas within the site, is diverted through effective erosion and sediment control. Unless alternative values are specified in the approved ESCP or SMP, any waters being discharged from the work site are to comply with the water quality characteristics specified in Table 4-1 below. Noosa Civic Version 1 November 2014 Appendix B - Construction EMP.docx Page 12
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Table 4-1 Construction Stormwater Quality Objectives 1
Water Quality Parameter Release Criteria
Suspended Solids < 50 mg/L
Coarse Sediments Retain coarse sediments onsite
Turbidity < 10% above receiving waters
pH 6.5 – 8.5
Hydrocarbons, Oil and Grease No visible film; no detectable odour
Floating matter None visible
1
Queensland Water Quality Guidelines (2009) Table 8.2.1: Summary of design objectives for management of stormwater quality and flow – construction phase of development in
Queensland.
Management Measures
Tasks Actions / Monitoring Timing Responsibility
Develop an ESCP for each stage Undertake an Erosion Hazard Assessment of the site prior to the commencement of Ongoing Environmental
of the project. works and ensure the project CEMP and any ESCPs are commensurate with the Management
Erosion and sedimentation control degree of environmental risk associated with the proposed works. Officer
measures must be designed in Wherever practicable, give priority to the prevention or minimisation of soil erosion,
accordance with the requirements rather than the trapping of displaced sediment, and ensure the area of disturbance is
of the Draft Urban Stormwater – no greater than the minimum area necessary for the purpose, and limited to the
Queensland Best Practice shortest amount of time practicable.
Environmental Management Select machinery to carry out the activities on the basis of a type and size necessary
Guidelines (DERM, 2009) in order and capable of safe operation to achieve minimal disturbance of the site.
to protect the receiving
environment in the vicinity of the Appropriate sediment and erosion control measures may include sediment fences
site. (anchored in a 0.2m deep compacted backfilled trench), stormwater diversion drains,
rock check dams and progressive site restoration.
Implement the ESCP for each
stage of the project. Ensure unprotected slope lengths do not exceed 80m, or an equivalent vertical fall of
3m, prior to a construction shutdown period or anticipated significant rainfall.
Ensure stormwater diversions are included up-catchment of the project disturbance
footprint.
Ensure trenches/excavated areas are backfilled, capped with topsoil and compacted to
a level at least 75mm above the adjoining ground level, and appropriately stabilised.
Machine-compact, seed and mulch all temporary earth banks and flow diversion
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systems for temporary vegetative cover within 10 days after grading.
Maintain erosion and sediment Prepare an erosion and sediment control device maintenance schedule and checklist, Prior to Contractor
control devices to ensure they are in general compliance with the example provided in the ESCP to be read in conjunction construction
effective. with this CEMP.
Undertake inspection of erosion and sediment control devices as scheduled, and report Daily, and
any failures immediately on a CAR form. after every
Remove all material from sediment and erosion control devices following rain. Return rain event
uncontaminated material to a secure stockpile area. greater than
25mm.
Keep stockpiles within designated Ensure stockpiles of erodible material are: Ongoing Contractor
and controlled areas (kept as far
formed on flat ground in heaps of no more than 2m in height;
as practicable away from
watercourses) and prevent the appropriately protected from wind, rain, concentrated surface flow and upslope
spread of stockpile material into stormwater surface flows;
adjacent areas. located at least 2 metres from any retained vegetation or concentrated drainage
line;
located up-slope of an appropriate sediment control system; and
provided with an appropriate protective cover (synthetic or organic) if the materials
are likely to be stockpiled for more than four weeks.
Undertake visual inspection of stockpiles and adjacent areas on a daily basis during Daily during
construction. construction
Avoid unnecessary disturbance of Minimise the removal of riparian, bank and in-stream vegetation wherever possible, in Prior to and Contractor
watercourses, including order to reduce the risk of erosion and assist in maintaining the stability of the beds and during
ephemeral watercourses. banks of waters. construction
Do not allow excavators to enter the bed of the watercourse.
Mark any buffer areas in the field, and limit vehicular entry into the riparian zone and
stream banks through fencing or flagging, and/or signage.
Ensure all machinery used in the activities is stored, refuelled and maintained outside
the high banks of the watercourses at a minimum distance of 40m.
Stabilise exposed areas as soon Undertake, as a minimum, the following stabilisation measures at the site. During Contractor
as practicable during and/or Minimise soil exposure e.g. laying gravel, employing an erosion control blanket or construction
following construction. matting. where
practicable,
Retain and/or maintain downslope vegetation/grass cover as a secondary filtration and following
device for stormwater runoff. completion of
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Undertake permanent or temporary vegetative stabilisation, e.g. through utilisation of, works.
where appropriate: 1. topsoil spreading (and compaction, with temporary sediment
controls); 2. grass turfing; 3. surface mulching (note that surface mulching should not
be applied within waters); 4. seeding; and/or 5. planting; in all disturbed areas, having
regard to the future use.
Record keeping. Maintain records of any monitoring results including details of corrective actions and Ongoing Contractor
repairs/maintenance undertaken.
Ensure all records and reports are made available to relevant administering authorities
upon request.
Corrective actions Should there be non-compliance with the stated performance indicators the following Ongoing Contractor
corrective actions are to be implemented:
identification of the cause of the non-compliance;
implementation of appropriate mitigation measures as determined by the
Principal in consultation with the Contractor and relevant experts (where
required); and
relevant validation monitoring to confirm that the nominated corrective
actions have been effective.
The Contractor shall implement the corrective action(s) as required within the agreed
timeframe noted on the CAR.
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4.4 Element 4: Fauna and Flora, Weeds and Pests.
Rationale
Vegetation clearance will be required at the site for earthworks and construction activities. The removal of this vegetation has the potential to
disturb fauna species and adjacent native flora. While existing vegetation within the development areas will only be removed where necessary
for the proposed works, management measures are required to ensure that retained vegetation within and adjacent to the site is protected at all
times, as well as any fauna present.
No vegetation clearance is to be undertaken until relevant permits have been obtained, and all works are to be undertaken in accordance with the
terms and conditions specified in these permits.
Vegetation clearance and management works are to be undertaken in accordance with the project-specific conditions of approval relating to
vegetation clearing.
Objective/Target
To ensure:
areas of native flora and fauna habitat that are to be retained are appropriately protected during the construction phase;
authorised flora and fauna habitat disturbance is carried out in accordance with best practice environmental management measures, as well
as the terms and conditions of relevant permits authorising such disturbance; and
existing infestations of pest flora or fauna species are controlled and no new pest species are introduced to or spread within the site.
Performance Indicators
Compliance with any project-specific conditions of approval relating to vegetation clearing.
Vegetation adjacent to the proposed development areas is retained and protected at all times during clearing of the site and ongoing works.
The clearance of native vegetation within disturbance areas subject to permits and approvals is undertaken in accordance with the terms and
conditions of those relevant permits.
No invasion/dispersal of weeds or other exotic species.
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Management Measures
Tasks Actions / Monitoring Timing Responsibility
Retain and protect all vegetation Clearly demarcate the development areas on construction plans and in the field. Prior to the Environmental
adjacent to the disturbance areas. Clearly identify trees which are to be removed from those to be retained within the commencement Management
Retain and protect vegetation vicinity of the development areas using brightly coloured marking tape at a height of of any Officer
within the project footprint as far 1.5m from ground level. vegetation
as practicable. clearance
Ensure the Environmental Management Officer audits the marked project footprint
prior to the commencement of clearance activities.
Ensure no more than minimal Visually monitor the condition of retained vegetation on a weekly basis for signs of Throughout Contractor
disturbance occurs to the retained stress or damage throughout the construction period. construction
trees, during site clearance Ensure a suitably qualified arborist inspects any damaged trees, and provides any period
works. necessary advice or action to ensure that the trees are protected and maintained in a
healthy state.
Ensure any pruning/trimming of Where removal of over storey trees is necessary for the manoeuvring of excavators Ongoing Contractor
trees or their root system is and other vehicles to/from and within the development areas, organise an arborist to
undertaken only by a suitably- inspect the trees in the vicinity of the development areas and undertake any required
qualified arborist. pruning/trimming.
Where removal of over-storey trees is necessary within the project footprint, cut trees
down 250mm above ground level, if possible, in order to leave the root ball in the
ground and the immediate area undisturbed.
Conduct clearance of vegetation Ensure any vegetation occupied by native fauna is not cleared until the fauna moves During all site Contractor
in a manner which ensures that out of the vegetation, or is relocated to a secure area of similar habitat by a qualified clearance
any native fauna living near or fauna spotter-catcher. works
within or adjacent to the Ensure vegetation clearance is conducted in a sequential manner in order to direct
vegetation to be removed have native fauna away from threatening processes or hostile environments (e.g. roads,
time to move out of the areas of cleared land) and towards any retained vegetation or habitat links.
disturbance without human
intervention.
Ensure biosecurity issues are Contractor shall prepare an Approved Risk Management Plan (ARMP) to avoid the Prior to the Contractor
appropriately dealt with to avoid spread of red imported fire ants at the site due to known historical infestations. commencement
the spread of pests. The plan will detail the measures to be adopted to prevent the spread of fire ants from of earthworks
the site and will include the following.
Movement control requirements.
Infested soil disposal requirements
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Machinery clean down from the site to prevent the spread from the site
Details of monitoring and inspection procedures to prevent the spread of
fire ants.
Minimise the introduction and Ensure that all equipment, boots and vehicles used in weed-infested areas are Ongoing Contractor
dispersal of weeds and other washed down thoroughly before moving into weed-free areas of the site.
exotic species.
Use mulch (foliage and branches Stockpile cleared and pruned vegetation on-site for later use in rehabilitation Ongoing Contractor
of cleared native vegetation only) initiatives.
for stabilisation of bare ground Do not mulch weeds and non-native vegetation where it has potential to mix with
exposed during construction native vegetation mulch.
activities.
Prior to clearing/mulching vegetation, initiate chemical spraying of all declared weeds
to avoid application as part of the rehabilitation strategy.
Undertake site preparation (i.e. In areas where revegetation occurs amongst existing native trees, shrubs and Ongoing Contractor
soil treatment) and revegetation in groundcovers, implement the following procedure to minimise the potential damage to
a manner which avoids the native species.
unnecessary removal or damage 1. Mark all native tree and shrub species (including emergent woody vegetation) in the
to native species. revegetation area with flagging tape or conspicuous marker stakes.
2. Carefully undertake brush-cutting around these plants in order to reduce the grass
cover in preparation for soil improvement treatment.
3. During soil treatment and site preparation works, avoid root disturbance to retained
native woody vegetation by providing a set-back from the trunk of retained plants. The
set-back will depend on the size of each specimen, but should be in the vicinity of
0.5–2m.
Record keeping. Ensure all records and reports are made available to relevant administering authorities Ongoing Contractor
upon request.
Corrective actions. Should there be non-compliance with the stated performance indicators the following Ongoing Contractor
corrective actions are to be implemented:
identification of the cause of the non-compliance;
implementation of appropriate mitigation measures as determined by the
Principal in consultation with the Contractor and relevant experts (where
required); and
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relevant validation monitoring to confirm that the nominated corrective
actions have been effective.
The Contractor shall implement the corrective action(s) as required within the agreed
timeframe noted on the CAR.
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4.5 Element 5: Storage and Handling of Hazardous Materials
Rationale
Works may require the use or handling of dangerous or hazardous materials such as fuels, oils and hydraulic fluids (e.g. during on-site refuelling
of machinery). While these are not expected to be stored on-site in large quantities, management of the site is required in order to avoid potential
adverse impacts to human health and the receiving environment as a result of inappropriate storage and handling of hazardous materials.
The spill response procedure to be followed for the project is described in Section 3.5.3 above.
Objective/Target
Compliance with the EP Act and AS1940-2004: The storage and handling of flammable and combustible liquids.
To effectively manage the safe storage and handling of hazardous materials within the construction site.
Performance Indicators
No adverse impacts to human health or the receiving environment associated with the storage or handling of hazardous materials on site.
Management Measures
Tasks Actions / Monitoring Timing Responsibility
Maintain a register of all Display an appropriate MSDS with each dangerous/hazardous substance stored on- Prior to and Contractor
dangerous or hazardous site, and as part of the register. during
substances stored within the site construction
and all associated Material Safety
Data Sheets (MSDS).
Hazardous materials shall be Store hazardous materials in an adequately controlled containment area, with Prior to Contractor
appropriately stored. incompatible substances stored separately. Design containment areas to ensure: commencement
of construction.
entry of stormwater is prevented;
the containment of spillages is achieved in accordance with the nature of
stored materials, the MSDS, and manufacturers’ instructions; and
provision is made for disposal of any captured liquid in accordance with
the MSDS and manufacturers’ instructions.
Include inspection of storage areas in daily site monitoring/checklists to ensure that
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spillage or seepage has not occurred and that the integrity of the containment area is
not compromised.
Formally audit storage area of dangerous/hazardous substances weekly and record
appropriately.
Ensure storage and handling of Ensure site induction training includes appropriate information regarding the storage During site Contractor
dangerous or hazardous and handling of hazardous substances, including instructions on emergency spill inductions
materials (e.g. refuelling) occurs response procedures and the location of spill response kits.
at the site camp or as far as
practicable away from any woody Storage of hazardous materials shall occur as far as practicable from local creeks and Ongoing
vegetation or waters to protect other waters (including stormwater drains).
the receiving environment in the Refuelling shall only occur in pre-existing designated refuelling areas, located at least
event of a spill. 50m away from local creeks or drains, and preferably offsite.
Ensure appropriate and sufficient spill cleanup materials are available at all times.
Maintain a record of any accidental release or spillage of hazardous materials
including details or corrective actions undertaken. Immediately report any such
incident to the Principal.
Notify the Principal and relevant administering authority in the event of an accidental
release of hazardous materials from the site with the potential to cause environmental
harm.
Record keeping. Ensure all records and reports are made available to relevant administering authorities Ongoing Contractor
upon request.
Corrective actions. Should there be non-compliance with the stated performance indicators the following Ongoing Contractor
corrective actions are to be implemented:
identification of the cause of the non-compliance;
implementation of appropriate mitigation measures as determined by the
Principal in consultation with the Contractor and relevant experts (where
required); and
relevant validation monitoring to confirm that the nominated corrective
actions have been effective.
The Contractor shall implement the corrective action(s) as required within the agreed
timeframe noted on the CAR.
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Noosa Civic Construction Environmental Management Plan 4.6 Element 6: Public Amenity and Community Rationale The site is unlikely to be visible to nearby residents and passing motorists, given that existing natural vegetation between the site and adjoining areas will be retained. However, construction works have the potential to adversely impact local public amenity in the vicinity of the site in the short term, as a result of noise, dust emissions, visual impacts and potential changes to public access and travel arrangements. The staging of construction works will allow for the continuity of surrounding land uses (i.e. shopping centre, and residential and industrial uses) where appropriate. However the works may impact on the surrounding land users and the community, and vice versa. These impacts need to be managed during the construction works in accordance with the identified management measures. Objective/Target To ensure persons potentially affected by the works are notified of the nature, duration and timing of the proposed works. To minimise adverse impacts to public amenity as a result of noise, dust emissions, visual impacts and changes to public access and travel arrangements, as far as practicable. To minimise the disturbance of construction works on surrounding land users and vice versa. Performance Indicators Compliance with all relevant legislative frameworks such as the EP Act, EPP Noise, Council local laws, and relevant health and safety requirements. People potentially affected by the works are informed of the nature, duration and timing of the proposed works. Any complaints are responded to within one working day. Noise levels must comply with the noise objectives when measured at the nearest sensitive receptor shown in Table 4-2 below. Noosa Civic Version 1 November 2014 Appendix B - Construction EMP.docx Page 22
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Table 4-2 General nuisance noise level limits
Sensitive Time of Day Acoustic quality objectives (measured at the Environmental
Receptor receptor) Value
LAeq,adj,1hr LA10,adj,1hr LA1,adj,1hr
Dwelling Daytime and 50 55 65 Health and
(outdoors) evening wellbeing
Dwelling Daytime and 35 40 45 Health and
(indoors) evening wellbeing
Management Measures
Tasks Actions / Monitoring Timing Responsibility
Advise residents, land owners Erect signage at the site in a place viewable by local residents, land owners and patrons Two weeks Contractor
and patrons of the current displaying generic details of the works program with the proposed timeframe, or provide prior to
facilities who may potentially be this information in the form of a mail out/letter box drop to potentially affected residents commencem
affected by construction activities and landowners. ent of
of the works program. Ensure communications provide a point of contact for complaints, including a contact construction,
Notify community members of telephone number which is manned during working hours, and a 24-hour emergency and ongoing
construction site working hours, contact number. thereafter
and clearly state these on Ensure that the impacts in the interaction between construction works and the ongoing
signage at the site. use of surrounding land uses is minimised as far as practicable by:
engaging in ongoing weekly communications with surrounding land users so as to
communicate constructions plans for the week and potential disruption to
surrounding land users; and
implementing the necessary management measures and controls to minimise any
impacts (i.e. erecting signage, fencing, protection nets, etc).
Minimise activities resulting in the Operate and maintain all vehicles and equipment in accordance with the manufacturer’s Ongoing Contractor
introduction of excessive dust and specifications.
fumes to the local atmosphere as Do not undertake burning of waste materials at the site.
far as practicable.
Ensure all loads entering and exiting the site are securely covered to avoid dust
generation.
Cease any dust-generating activities during windy conditions.
Deploy water trucks when dust is visible beyond site boundaries for longer than 15
minutes.
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Dust suppression measures shall be used onsite to provide dust suppression for the
construction area when dust is visible and clearly leaving the worksite boundary.
Onsite speed limits shall be strictly enforced.
Inspect all vehicles entering and leaving the site, and remove excessive soil build up as
required.
Stabilisation of exposed soil areas and slopes shall be undertaken as soon as
practicable following disturbance.
Visual inspection of former bare earth areas shall be undertaken after stabilisation
and/or revegetation to ensure measures are effective.
Noise emissions criteria shall be Noise emissions originating from construction activities must comply with the project DA Ongoing Environmental
in accordance with the EPP Noise noise conditions, and if not specified with the EPP Noise criteria in Table 4-2 at the Management
guidelines. nearest noise sensitive receptor. Officer/
Contractor
Working hours at the site shall be Unless otherwise approved in writing by a relevant administering authority or in Ongoing Environmental
limited to those stated in the response to an environmental incident or other emergency, ensure construction hours Management
Contract. Wherever practicable, are confined to within 6.30am and 6.00pm, Monday to Saturday, with no work on Officer/
noise-generating activities shall Sundays or Public Holidays. Contractor
be minimised.
All noise and/vibration generating In the event of the adjusted noise level for a single noise source or activity significantly Ongoing Environmental
mobile and stationary plant, exceeding the background noise level, consideration shall be given to restricting the Management
equipment, and processes shall times during which the activity can take place to a number of separate hours each day. Officer/
be controlled to minimise noise Control all noise-generating mobile and stationary plant, equipment, and processes to Contractor
emission in accordance with AS minimise noise emission in accordance with AS 2436: Guide to Noise Control on
2436:2010 Guide to Noise Construction, Maintenance and Demolition Sites.
Control on Construction,
Maintenance and Demolition Ensure all equipment and vehicles are in good working order, so as to minimise
Sites. unnecessary noise.
Provide adequate signage, Develop a Safety Signage Plan for the site works prior to the commencement of works. Prior to Contractor
barricades and information to Ensure the plan provides proper warning to persons or motorists approaching the commencem
maintain a safe traffic construction site. ent of
environment for staff, pedestrians Ensure the Safety Signage Plan is implemented throughout the duration of the site construction,
and motorists. works. and ongoing
Ensure material delivery and Ensure materials are delivered during standard working hours only. Ongoing Contractor
unloading activities do not Ensure trucks and vehicles are loaded and unloaded on-site only.
adversely impact local access
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arrangements.
Maintain construction site in an Manage construction activities and materials to ensure the site is maintained in a neat Ongoing Contractor
orderly and neat fashion. and tidy manner.
Store and respread topsoil as soon as practicable to minimise visual disturbance
associated with excavation activities.
Minimise visual impact of site Ensure stockpiles, storage areas and site parking are restricted to designated areas Ongoing Contractor
compounds. only.
Clean-up site as soon as Remove all vehicles, construction equipment, materials and refuse from the site as soon On Contractor
practicable following completion as practicable on completion of works. completion of
of works. works
Provide appropriate fencing, The construction worksite at each construction stage shall be securely fenced off with Ongoing as Contractor
signage and other control appropriate signage to prevent unauthorised entry to worksite. necessary
measures to prevent
unauthorised entry to the
construction sites.
Record keeping. Maintain records of any monitoring results including details of corrective actions and Ongoing Contractor
repairs/maintenance undertaken.
Maintain records of any enquiries/complaints received in relation to construction works
including complainant details, nature of complaint and corrective actions undertaken.
Ensure all records and reports are made available to relevant administering authorities
upon request.
Corrective actions Should there be non-compliance with the stated performance indicators the following Ongoing Contractor
corrective actions are to be implemented:
identification of the cause of the non-compliance;
implementation of appropriate mitigation measures as determined by the
Principal in consultation with the Contractor and relevant experts (where
required); and
relevant validation monitoring to confirm that the nominated corrective
actions have been effective.
The Contractor shall implement the corrective action(s) as required within the agreed
timeframe noted on the CAR.
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4.7 Element 7: Waste Management
Rationale
Waste management at the site is required to determine appropriate methods to avoid, reuse, recycle and dispose of construction-related waste,
in order to minimise the unnecessary depletion of natural resources and creation of waste requiring disposal.
Objective/Target
To ensure all waste material associated with the works is appropriately managed.
Performance Indicators
No waste of any type is inappropriately disposed of onsite.
Management Measures
Tasks Actions / Monitoring Timing Responsibility
Ensure all construction and Audit the site for inappropriate disposal of domestic waste. Daily Environmental
domestic waste (paper, plastic, Management
etc) is removed and appropriately Officer
disposed of offsite.
Re-use excavated materials for Audit the waste schedule, disposal records and storage areas for excavated materials. Weekly Environmental
onsite filling where appropriate. Management
Officer
Appropriately manage, handle, Any handling or potential disturbance to asbestos products must only be conducted by
remove and dispose of asbestos an appropriately licensed asbestos removal contractor. All asbestos waste must be
containing products. appropriately removed, sealed and transported offsite in accordance with relevant
guidelines and codes of practice.
Record keeping. Ensure all records and reports are made available to relevant administering authorities Ongoing Contractor
upon request.
Corrective actions. Should there be non-compliance with the stated performance indicators the following Ongoing Contractor
corrective actions are to be implemented:
identification of the cause of the non-compliance;
implementation of appropriate mitigation measures as determined by the
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Principal in consultation with the Contractor and relevant experts (where
required); and
relevant validation monitoring to confirm that the nominated corrective
actions have been effective.
The Contractor shall implement the corrective action(s) as required within the agreed
timeframe noted on the CAR.
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4.8 Element 8: Traffic Control Management
Rationale
It is not expected that the construction works will have significant potential to impact local traffic and road safety conditions. However, there will
be requirements from time to time to ensure that adequate traffic management is provided.
Objective/Target
To manage traffic control associated with construction activities to minimise the impact to local traffic, parking and road safety conditions.
Performance Indicators
Compliance with the Traffic Management Plan.
No accidents or road safety incidents due to traffic associated with construction works.
Residents and road users are informed of the nature and duration of the works.
Management Measures
Tasks Actions / Monitoring Timing Responsibility
Contractor to develop an It is the responsibility of the Contractor to develop a Traffic Management Plan (TMP) Prior to Contractor
appropriate Traffic Management for the project. The TMP must be approved by Noosa Shire Council. commencement
Plan for the project. Traffic management around construction sites must be conducted in accordance with of construction
the pre-approved TMP. works
The works shall proceed without any interruption to local traffic.
Manage construction traffic Ensure that traffic involved with the construction works of the development does not Prior to and Contractor
appropriately to minimise adversely impact on local traffic conditions and adjacent operations. during
impacts to local traffic and the Compliance with the TMP with regard to construction traffic safety. construction
community. works
Provide proper warning to persons or motorists approaching the construction site.
Ensure the safety traffic signage is implemented throughout the duration of the site
works.
Provide adequate signage, barricades and information to ensure that traffic
arrangements can be understood.
Ensure materials are delivered during standard working hours only, and preferably
outside traffic peak hours.
Provide appropriate parking areas for staff as to not impact on on-street parking of
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local residents in the area.
Ensure trucks and vehicles are loaded and unloaded on-site only.
Worksite haulage routes. Site access shall be in compliance with relevant conditions of approval. Ongoing Contractor
Appropriate safety and warning measures to be implemented to ensure that
construction works only cause minor disturbances to surrounding land users.
Record keeping. Ensure all records and reports are made available to relevant administering Ongoing Contractor
authorities upon request.
Corrective actions. Should there be non-compliance with the stated performance indicators the following Ongoing Contractor
corrective actions are to be implemented:
identification of the cause of the non-compliance;
implementation of appropriate mitigation measures as determined by the
Principal in consultation with the Contractor and relevant experts (where
required); and
relevant validation monitoring to confirm that the nominated corrective
actions have been effective.
The Contractor shall implement the corrective action(s) as required within the agreed
timeframe noted on the CAR.
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Section 124
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Noosa report title here
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Erosion name
Sediment Control Plan
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J13041
Prepared for
QIC Noosa Civic Pty Ltd
November 2014
Section 125
Noosa Civic
Erosion Sediment Control Plan
Contact Information Document Information
Cardno (QLD) Pty Ltd Prepared for QIC Noosa Civic Pty Ltd
ABN 57 051 074 992 Project Name Noosa Civic
File Reference O:\J13041\WP\engineering
Level 11 Green Square North Tower report\Appendix C -
ESCP.docx
515 St Paul’s Terrace
Job Reference J13041
Fortitude Valley QLD 4006
Date November 2014
Locked Bag 4006 Fortitude Valley
Telephone: 07 3369 9822
Facsimile: 07 3369 9722
International: +61 7 3369 9822
[email protected] Noosa Civic Pty Ltd Version 1 November 2014
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Table of Contents
1 Concept Earthworks 1
1.1 Site Earthworks 1
1.2 External Catchment 1
1.3 Site Physical Characteristics Constraints and Opportunities 1
2 Erosion and Sediment Control 2
2.1 Erosion Hazard Assessment 2
2.2 Site Slope 3
2.2.1 Duration of Disturbance 4
2.3 Rehabilitation Method 4
2.4 Special Considerations 4
3 Erosion and Sediment Management 5
3.1 Methodology 5
3.2 Soil and Stockpile Management 5
3.3 ESC Installation sequence 5
3.4 Site Monitoring 6
3.5 Water Quality Criteria 6
Tables
Table 2-1 Soil Loss Class 3
Table 3-1 Site Discharge Water Quality Criteria 6
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Noosa Civic Erosion Sediment Control Plan 1 Concept Earthworks 1.1 Site Earthworks With the proposed expansion of the Noosa Civic centre it is necessary to re-profile the expansion area into the desired shape for the construction of the required carpark and building platforms. The intent is to work with the existing land form as much as is possible. It is necessary to excavate the area for the carpark under the proposed new buildings and to shape the balance of the site to suit the needs of the carpark and access connections. 1.2 External Catchment A minor external catchment enters the proposed construction site from the east and runs overland across the site to the existing natural gully on the immediate western boundary of the proposed site. It is proposed to form an open channel during the initial earthworks phase to convey this external catchment around the construction, to the north and south. As the final stormwater drainage solution is realised and becomes operational this will ultimately convey the clean water from the external catchment and the open drainage channel will be removed. 1.3 Site Physical Characteristics Constraints and Opportunities The site constraints lay primarily with the proximity to the existing commercial development to the north-west and the covenant area immediately adjacent the site on the west. Sufficient erosion and sediment controls, along with appropriate drainage management, will mitigate any potential impact as far as practicable. Communication with the neighbouring community will be undertaken and contact information provided in the event of issues arising from the works. QIC Noosa Civic Pty Ltd Version 1 November 2014 Appendix C - ESCP.docx Page 1
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2 Erosion and Sediment Control
2.1 Erosion Hazard Assessment
The following hazard factors have been considered in preparing the Soil Erosion and Sediment Control
Plans. Whilst it is considered a very low risk, from an erosion hazard perspective, the location and the area
of disturbed ground are significant enough to warrant appropriate drainage, erosion and sediment controls to
mitigate the potential impact that the earthworks on the site may cause.
An analysis of the potential soil loss from the development site is contained within the Sediment Basin Sizing
calculations; refer below, along with a preliminary sizing of a sediment basin to cater for the entire
construction site.
Site area Sub-catchments Remarks
S1
Total catchment area (ha) 7.749
Disturbed catchment area (ha) 7.749
Soil analysis (enter sediment type if known, or laboratory particle size data)
Sediment Type (C, F or D) if known: D
% sand (fraction 0.02 to 2.00 mm)
% silt (fraction 0.002 to 0.02 mm)
% clay (fraction finer than 0.002 mm)
Dispersion percentage
% of whole soil dispersible
Soil Texture Group D
Rainfall data
Design rainfall depth (days) 5
Design rainfall depth (percentile) 80
x-day, y-percentile rainfall event 46.3
Rainfall R-factor (if known)
IFD: 2-year, 6-hour storm (if known) 15.8
RUSLE Factors
Rainfall erosivity (R-factor) 5660
Soil erodibility (K-factor) 0.05
Slope length (m) 80
Slope gradient (%) 2
Length/gradient (LS-factor) 0.41
Erosion control practice (P-factor) 1.3
Ground cover (C-factor) 1
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Calculations
Soil loss (t/ha/yr) 150 RUSLE equation
Soil Loss Class 1 See Ch 4 Table 4.2 pge 54
Soil loss (m3/ha/yr) 115
Sediment basin storage volume, m3 152 See Chapter 6 (2 months soil
loss)
x 2 months soil loss calculated by RUSLE
. Average Depth of basin = 1.8 metres
Site Cv Rx- Total Settling Sediment Total Basin shape
day, y- catchment zone storage basin
%ile area volume volume volume
(ha) (m3) (m3) (m3) L:W Length Width
Ratio (m) (m)
S1 0.30 46.3 7.749 1076 152 1228 3 45.2 15.1
The Soil Loss class for the site is Very Low (150 t/ha/yr). refer Table 2-1 below.
Table 2-1 Soil Loss Class
Soil Loss Class Calculated Soil Loss Erosion Hazard
(t/ha/yr)
1 0 to 150 Very Low
2 151 to 225 Low
3 226 to 350 Low-Moderate
4 351 to 500 Moderate
5 501 to 750 High
6 751 to 1,500 Very High
7 >1,500 Extremely High
The above table is taken directly from Table 3.1 Soil Loss Classes, Chapter 3 of the IECA Best Practice
Erosion and Sediment Control 2008.
2.2 Site Slope
The topography of the site is very gently falling to the north and south west. With the formation of the area
into the proposed commercial development, temporary overland flow paths will be established to direct dirty
water flows to the established sediment basin/s. Grades within the works area will generally be 1.0 to 3.0%.
All slopes are to be maintained to lengths well less than 40m to minimise velocity generation by stormwater
runoff and the potential to pick up and move soil across the site.
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Noosa Civic Erosion Sediment Control Plan 2.2.1 Duration of Disturbance It is proposed that the earthworks program is to take approximately 8 to 10 weeks. Upon completion of the bulk earthworks filling, the site will be stabilised as directed herein or as part of the approved detailed design plans and inspected by the Superintendent. It is intended to fill the site by a cellular means, to minimise the potential for exposed soils to produce sediment laden runoff. It is proposed to construct the outer limit of the earthworks fill platform first and to stabilise this outer bank immediately upon completion. This newly formed bund will contain all contaminated runoff within the site works area itself, which will then be directed to the proposed sediment basin/s for treatment prior to discharging. 2.3 Rehabilitation Method The finished surface of the site will be rehabilitated according to its location and intended final use. All substantial batters are to be prepped, mulched and vegetated. All future building pad areas are to be seeded once the surface is prepped and topsoiled. Prior to the placement of any topsoil, the surface is to be scarified/roughened along the contour. Topsoil is only to be moved when it is in a damp condition to ensure that the soil aggregate condition is maintained. Topsoil is to be ripped/scarified along the contour prior to stabilisation, if smooth and compacted. 2.4 Special Considerations Access for construction and fill movements will only be permitted via Walter Hay Drive at the nominated location. A specific site issue to be considered is the proximity to the adjacent covenant area. Fences are to be erected at the extent of the proposed earthworks areas and clearly marked as “No Go Zones” beyond. QIC Noosa Civic Pty Ltd Version 1 November 2014 Appendix C - ESCP.docx Page 4
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3 Erosion and Sediment Management
3.1 Methodology
The Contractor’s proposed erosion and sediment control methodology is to be implemented in four distinct
phases in accordance with construction activities being undertaken.
Phase 1 – Prior to Construction commencement
Phase 2 – Bulk Earthworks
Phase 3 – Civil Construction
Phase 4 – Post Construction
Sediment basin/s is/are to be established, as require, prior to works commencing in the basin’s catchment
area.
The site is to be filled in a cellular fashion, in that the external fill batters are to be filled and stabilised first
prior to the infilling of the fill areas. The entire earthworks area will be managed by the Contractor in a logical
and reasonable sequence.
3.2 Soil and Stockpile Management
All reasonable and practicable measures must be taken to obtain the maximum benefit from existing topsoil.
Viable topsoil is to be stockpiled in long low flat mounds to facilitate the survival of seed and micro-
organisms vital for the topsoil.
Stockpiles of erodible material that has the potential to cause environmental harm, if displaced, must be:
Appropriately protected from wind, rain, concentrated surface flow and excessive up-slope
stormwater surface flows.
Located at least 2m from any hazardous area, retained vegetation, or concentrated drainage line.
Located up-slope of an appropriate sediment control system.
Provided with an appropriate protective cover (synthetic, mulch or vegetative) if the materials are
likely to be stockpiled for more than 28 days.
A suitable flow diversion system must be established immediately up-slope of a stockpile of erodible material
that has the potential to cause environmental harm if displaced, if the up-slope catchment area draining to
the stockpile exceeds 1500m 2.
3.3 ESC Installation sequence
Prior to land disturbance
Item Removed
Mark out initial limits of disturbance / mark out No Go
Zones
Entry / Exit installed Upon site completion
Install sediment weir After construction of Sediment Basin
Clear sediment basin and stockpile areas
Install sediment fence to stockpile areas After stockpile removal
Install Sediment Basin and stabilised outlet Upon site completion
Install clear water diversion and repair as required
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During Earthworks operations
Item Removed
Install cut off drains and diversion banks for dirty water Upon site establishment completion, cover 80%
collection
Clear staged works area
Strip topsoil to stockpile and provide flow controls and
downstream filter fence
Carry out earthworks, profile and topsoil
Mulch / seed / turf completed staged earthworks
embankment areas immediately upon completion
Stabilise allotments / earthworks area with appropriate
measures
Install silt fences / contour banks to manage sheet flow Upon site establishment completion, cover 80%
lengths
3.4 Site Monitoring
All water quality data, including dates of rainfall, dates of testing, testing results and dates of water release,
must be kept in an on-site register. The register is to be maintained up to date for the duration of the
approved works and be available on-site for inspection by request.
All environmentally relevant incidents must be recorded in a field log that must remain accessible to all
relevant regulatory authorities.
3.5 Water Quality Criteria
Water quality criteria for discharge from the site are detailed within the relevant Environmental Management
Plan.
Table 3-1 Site Discharge Water Quality Criteria
TSS NTU pH
Requirement <50mg/L < 100NTU 6.5 to 8.5
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Noosa Civic Engineering Report Noosa Civic APPENDIX D Stormwater Management Plan QIC Noosa Civic Pty Ltd Version 1 November 2014 engineering report_final.docx Page i
Section 134
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Noosa report title here
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Management Plan
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Section 135
Noosa Civic
Stormwater Management Plan
Contact Information Document Information
Cardno (QLD) Pty Ltd Prepared for QIC Noosa Civic Pty Ltd
ABN 57 051 074 992 Project Name Noosa Civic
File Reference O:\J13041\WP\engineering
Level 11 Green Square North Tower
report\Appendix D - SMP.docx
515 St Paul’s Terrace
Fortitude Valley QLD 4006 Job Reference J13041
Locked Bag 4006 Fortitude Valley Date November 2014
Telephone: 07 3369 9822
Facsimile: 07 3369 9722
International: +61 7 3369 9822
[email protected] Noosa Civic Pty Ltd Version 1 November 2014
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Section 136
Noosa Civic
Stormwater Management Plan
Table of Contents
1 Introduction 1
2 Stormwater Quantity Management 2
2.1 Regional Flood Mapping 2
2.2 Local Catchment Modelling 2
3 Stormwater Quality Modelling 5
3.1 Environmental Values and Water Quality Objectives 5
3.2 Pollutant Impact Assessment 5
3.2.1 Full Site Treatment 6
3.2.2 Water Re-use and Treatment 7
4 Conclusion 11
Tables
Table 2-1 Existing Catchment Properties 2
Table 2-2 Developed Catchment Properties 3
Table 2-3 Detention Basin Stage-Storage Details 4
Table 2-4 Total Site Discharge 4
Table 3-1 Operational Phase Performance Criteria 5
Table 3-2 MUSIC Model Meteorological Data and Rainfall-Runoff Parameters 6
Table 3-3 Full Site Treatment Basin MUSIC Catchment Parameters 6
Table 3-4 Full Site Treatment Basin Details 7
Table 3-5 Full Site Treatment Basin MUSIC Model Results 7
Table 3-6 Total Water Demands 8
Table 3-7 Water Re-use and Treatment MUSIC Catchment Parameters 9
Table 3-8 Water Re-use and Treatment Basins Details 9
Table 3-9 Water Re-use and Treatment Rainwater Tank Details 9
Table 3-10 Rainwater Tank Effectiveness 9
Table 3-11 Multiple Bio-Retention Basins MUSIC Model Results 10
Figures
Figure 1 Site Location
Figure 2 Existing WBNM Model
Figure 3 Developed WBNM Model
Figure 4 MUSIC Model Layout
Figure 5 Concept Stormwater Quantity Management
Figure 6 Concept Stormwater Quality Management
Appendices
Appendix A Regional Flood Mapping
Appendix B Rational Method Calculation
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Noosa Civic Stormwater Management Plan 1 Introduction Cardno (QLD) Pty Ltd has been commissioned to prepare a Stormwater Management Plan which considers both stormwater quantity and quality for the proposed extension of the Noosa Civic development located on 28 Eenie Creek Road, Noosaville, as shown on Figure 1. The current proposal for the site is for a retail centre, as shown on the Buchan Group drawings prepared for the project. Currently the proposed development site is undeveloped bushland. This report provides details of the management of stormwater following the proposed development of the site. The report is based on the following information provided by others: Aerial Laser Survey (ALS) (supplied by Department of Natural Resources & Mines, Qld) Ground survey (completed by Bennett and Francis Pty Ltd) Development layouts (completed by The Buchan Group) Engineering plans (completed by Cardno) The accuracy of the report is dependent upon the accuracy of this information. QIC Noosa Civic Pty Ltd Version 1 November 2014 Appendix D - SMP.docx Page 1
Section 138
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2 Stormwater Quantity Management
2.1 Regional Flood Mapping
Appendix A contains copies of Noosa Shire Council’s River Flood Information Map and Stormtide
Information Map. This mapping indicates that the site is effectively flood free from both River and Stormtide
flooding.
There is a small inundation extent on the site mapped for River flood for extreme events, but this does not
affect any land beyond the area identified as OS7. Therefore management of the stormwater and flooding
for this site will be based on local catchment management only.
2.2 Local Catchment Modelling
Unattenuated development would produce an increase in stormwater discharge from the site. Hydrologic
modelling was therefore undertaken to determine the detention volume required to mitigate this increase.
The hydrologic analysis was undertaken using the WBNM model in accordance with the requirements of the
Noosa Shire Council Planning Scheme (NSC, 2013), the Queensland Urban Drainage Manual (DEWS,
2013) and Australian Rainfall and Runoff (IEAust, 1998).
Two scenarios were considered for the assessment:
Existing Scenario
In the existing scenario the site drains to the west and south-west, primarily through the existing minor
drainage corridor contained within OS7. Flows from the existing developed area of Noosa Civic to the
west also contribute to the overall runoff in OS7. Flow is discharged from the site at three different
points along the southern boundary. The existing site and catchments are shown on Figure 2.
Developed Scenario
For this scenario, the existing model was modified to include the proposed development based on the
layout given in the reference drawings. The catchment boundaries for this scenario are shown on
Figure 3.
Table 2-1 and Table 2-2 list the parameters adopted for the existing and developed scenarios respectively.
Table 2-1 Existing Catchment Properties
CATCHMENT ID Catchment area (ha) Percentage Impervious
(%)
A 9.09 15.28
B 3.61 5.61
C 2.57 26.30
D 4.47 85.00
E 1.53 5.00
Total 21.27 28.89
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Table 2-2 Developed Catchment Properties
CATCHMENT ID Catchment area (ha) Percentage Impervious
(%)
D 4.47 85.00
E 1.53 5.00
F1 1.92 33.66
F2 0.95 59.57
F3 2.78 67.60
G1 2.11 25.27
G2 1.82 76.55
G3 0.80 82.17
G4 1.68 75.21
H 3.21 28.45
Total 21.27 55.14
To ensure that the peak flow calculated by the model was reasonable, the existing case model was validated
against a Rational Method calculation. The calculations completed in relation to the Rational Method are
presented in Appendix B. The Rational Method was found to predict peak flows of 3.9 m3/s in Catchment A
and 1.7 m3/s in Catchment B for the 100 year event. In comparison, the WBNM model provided peak flow
estimates of 4.2 m3/s in Catchment A and 1.8 m3/s in Catchment B for the existing case. Given this close
level of agreement, it was considered acceptable to use the WBNM model to calculate peak flows for the
existing and developed cases and to determine the size of detention basins required to offset the increase in
peak runoff.
It is proposed that on-site mitigation of local flows will be provided by a standard detention basin at the
south-western corner of the site in addition to utilising flood storage within the car parks. The location and
conceptual footprint of the proposed basins is shown in Figure 5. For the purposes of the development
application assessment, the levels were based on the preliminary engineering levels.
With reference to Section 3, it is intended to install bioretention systems within the basin and the car parks.
In accordance with best practice, it was assumed that the extended detention zone of the bioretention
systems was full at the commencement of each rainfall event.
Table 2-3 lists the stage-storage relationship ultimately adopted for the detention basin. For the analysis, the
size of the basin and the outlet grate size and weir were varied until an acceptable result was obtained for
the developed case. Ultimately, the outlet consisted of a 450mm diameter low flow pipe located immediately
above the extended detention zone of the basin and an overflow weir length of 35 metres located 1.6m
above the invert of the outlet.
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Table 2-3 Detention Basin Stage-Storage Details
Stage/ Depth Storage Volume
(m) (m3)
0.0 0.0
0.1 1.8
0.2 7.9
0.3 16.2
0.4 26.7
0.5 39.8
0.6 55.9
0.7 75.1
0.8 97.8
0.9 124.2
1.0 154.7
1.1 189.5
1.2 229.0
1.3 273.3
1.4 322.9
1.5 377.9
1.6 438.7
1.7 505.6
Table 2-4 presents the resulting pre- and post-developed flows for the range of Average Recurrence Interval
(ARI) flood events.
Table 2-4 Total Site Discharge
ARI Pre-development Post- Post- Mitigated Mitigated
(Years) Discharge development development Discharge Impact
(m3/s) Discharge Impact (m3/s) (m3/s)
(m3/s) (m3/s)
2 4.1 4.3 0.2 3.8 -0.3
5 5.5 5.7 0.2 5.2 -0.3
10 6.4 6.5 0.1 6.2 -0.2
20 7.6 7.7 0.1 7.5 -0.1
50 8.7 8.7 0.0 8.6 -0.1
100 9.9 9.9 0.0 9.9 0.0
The proposed basin in conjunction with storage in the car parks will provide sufficient mitigation of runoff to
ensure that there is no increase in peak flow rate discharged from the site.
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3 Stormwater Quality Modelling
3.1 Environmental Values and Water Quality Objectives
In order to satisfy the requirements of the State Planning Policy (DSDIP, 2014) and Noosa Shire Council, it
will be necessary to treat runoff from the site to ensure that the Environmental Values of downstream
receiving waters are protected. To achieve this, it will be necessary to treat water to meet the water quality
objectives defined in the State Planning Policy.
The relevant load based water quality objectives applicable to the site are listed in Table 3-1.
Table 3-1 Operational Phase Performance Criteria
Pollutant Load Based Reduction Target
Total Suspended Solids 80% reduction
Total Phosphorus 60% reduction
Total Nitrogen 45% reduction
Litter (sized 5mm or greater) 90% reduction
The following section details the modelling undertaken to confirm that an appropriate level of treatment can
be achieved.
For the analysis, two solutions were considered.
Full site treatment
For this option, it was assumed that runoff from the entire site would be treated in bio-retention
basins located on site. As the locations of these basins within the car park are currently undefined,
the entire system was modelled as one treatment area in the analysis.
Water re-use and treatment
For this option, a 300kL water tank was added that collected water from the roofed areas of the site
for use limited to suitable non-potable water purposes. Runoff from the remainder of the site and
any overflow from the water tank were then treated by the bio-retention system as in the full site
treatment option.
It is intended that a decision will be made at the detailed design stage in relation to the preference of
collecting runoff for reuse purposes in a rain water tank and the appropriate locations for bio-retention
basins.
3.2 Pollutant Impact Assessment
A detailed pollutant export analysis was carried out using eWater’s Model for Urban Stormwater
Improvement Conceptualisation (MUSIC) v6.01. The analysis was carried out in accordance with the latest
guidelines and data as defined in:
‘Water Sensitive Urban Design Technical Design Guidelines for South East Queensland’ (Healthy
Waterways, 2006); and
‘MUSIC Modelling Guidelines Version 1.0’ (Water By Design, 2010).
In accordance with the above guidelines, the meteorological data and rainfall-runoff parameters adopted for
modelling are detailed in Table 3-2 below. The catchments adopted for the MUSIC model are shown on
Figure 4.
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Table 3-2 MUSIC Model Meteorological Data and Rainfall-Runoff Parameters
Source Node Treatment Type
Rainfall station Noosa Shire Council – Cooroy Composite – Station 40059
Time step 6 minute
Modelling period 1/01/1973 - 31/12/1989
Mean annual rainfall (mm) 1600
Evapotranspiration Cooroy Composite – Station 40059
(Reference: Table 3.1, Water by Design, 2010)
Rainfall runoff parameters Urban Residential (Reference: Table 3.7 Water by Design, 2010)
Pollutant export parameters Urban Residential split catchments (Reference: Table 3.8 Water by Design, 2010)
3.2.1 Full Site Treatment
A split land use catchment breakdown was adopted in the model. Details of the catchment breakdown and
source nodes are provided in Table 3-3, with the model layout presented below in Schematic 1.
Schematic 1 – Full site treatment MUSIC Model Layout
Table 3-3 Full Site Treatment Basin MUSIC Catchment Parameters
MUSIC Node Description Area Land Use Total
(ha) Impervious
(%)
Car Park and Road All car park areas and new 2.344 Commercial 75%
roads
Green Areas All landscape areas 0.877 5%
Roof All roof areas 2.739 100%
Walkways and Hardstand All walking paths and 1.026 80%
general public areas
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For this scenario, stormwater quality treatment will be provided by multiple bio-retention basins located in the
surface car parks and other appropriate areas. It is considered conservative to model all bio-retention areas
as a single node in the MUSIC model due to a drop in treatment effectiveness with larger basin sizes. The
adopted bio-retention parameters and required total treatment area are listed in Table 3-4.
Table 3-4 Full Site Treatment Basin Details
Design Parameters Value
Filter Area (m2) 850
Filter Depth (m) 0.4
Extended Detention Depth (m) 0.2
Saturated hydraulic conductivity (mm/hr) 200
TN content of filter media (mg/kg) 400
Orthophosphate content of filter media (mg/kg) 50
Table 3-5 presents the results obtained from the MUSIC model.
Table 3-5 Full Site Treatment Basin MUSIC Model Results
Pollutant Proposed without Proposed with Reduction Target Reduction
treatment treatment Achieved (%)
(kg/yr) (kg/yr) (%)
Total Suspended Solids 14200 2710 81.0 80
Total Phosphorous 31.7 12.3 61.2 60
Total Nitrogen 231 107 53.6 45
Gross Pollutants 1520 0 100.0 90
With reference to Table 3-5, it can be concluded that bio-retention basins with a cumulative filter media
surface area of 850 m2 will be sufficient to satisfy the water quality objectives applicable to the site. The
proposed locations of the basins are shown on Figure 6.
3.2.2 Water Re-use and Treatment
For this option, a 300 kL rainwater tank is proposed to be installed to capture runoff from all roof surfaces for
subsequent re-use in irrigation and toilet flushing. Runoff from the remainder of the site, including overflow
from the tank, will be directed to bio-retention treatment as per the full site option.
Typical irrigation rates for landscaped areas are in the order of 2mm/m 2/day. For those days of moderate to
heavy rainfall it is not necessary to provide additional irrigation of landscaped areas.
Cooroy Composite rainfall station statistics from the Bureau of Meteorology indicate that there are 89 days
per year on average where rainfall exceeds 2mm.
It has conservatively been estimated that irrigation of the landscape area will be required for an average 276
days per year.
The resultant water usage for irrigation of landscape areas is shown in Table 3-6.
The typical water usage rates for toilet flushing purposes in retail and restaurant areas were taken from
Table A of DNRW’s Planning Guidelines for Water Supply and Sewerage (2014). The average water use
ranges and the adopted values were:
Major Shopping Development: 300 to 800 L/day/100m2 (550 L/day/100m2 adopted)
Restaurant: 800 to 1800 L/day/100m 2 (1300 L/day/100m 2 adopted)
Approximately 50% of the water demand was assumed to be non-potable.
The resultant water usage for retail and public buildings is shown in Table 3-6.
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Table 3-6 Total Water Demands
Land Use Non-Potable
Water Demand
(kL/day)
Landscape Areas 13.28
Major Shopping Development 71.05
Restaurant Areas 10.12
Total 106.33
A split land use catchment breakdown was adopted in the model. Details of the catchment breakdown and
source nodes are provided in Table 3-6, with the model layout presented below in Schematic 2.
Schematic 2 Water Re-use and Treatment Basins MUSIC Model Layout
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Table 3-7 Water Re-use and Treatment MUSIC Catchment Parameters
MUSIC Node Description Area Land Use Total
(ha) Impervious
(%)
Car Park and Road All car park areas and new 2.344 Commercial 75%
roads
Green Areas All landscape areas 0.877 5%
Roof All roof areas 2.739 100%
Walkways and Hardstand All walking paths and 1.026 80%
general public areas
The parameters of the bio-retention system adopted and required treatment area for the analysis are listed in
Table 3-8.
Table 3-8 Water Re-use and Treatment Basins Details
Design Parameters Value
Filter Area (m2) 700
Filter Depth (m) 0.4
Extended Detention Depth (m) 0.2
Saturated hydraulic conductivity (mm/hr) 200
TN content of filter media (mg/kg) 400
Orthophosphate content of filter media (mg/kg) 50
The parameters of the rainwater tank adopted for the analysis are listed in Table 3-9.
Table 3-9 Water Re-use and Treatment Rainwater Tank Details
Design Parameters
Volume below overflow pipe (kL) 300
Depth above overflow (m) 0.2
Surface Area (m2) 89.9 (based off a 10.7m diameter tank)
Table 3-10 below presents the effectiveness of using a rainwater tank on site and its reductions of pollutants
from the roof areas.
Table 3-10 Rainwater Tank Effectiveness
Rainwater Tank Effectiveness Value
Flow In (ML/year) 31.50
Flow Out (ML/year) 19.88
Reuse Supplied (ML/year) 11.65
Reuse Requested (ML/year) 34.50
% Reuse Demand Met 33.76
% Total Suspended Solids Reduction 39.90
% Total Phosphorous Reduction 37.46
% Total Nitrogen Reduction 37.81
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Table 3-11 below presents the results obtained from the MUSIC model of the bio-retention systems.
Table 3-11 Multiple Bio-Retention Basins MUSIC Model Results
Pollutant Proposed without Proposed with Reduction Target Reduction
treatment treatment Achieved (%)
(kg/yr) (kg/yr) (%)
Total Suspended Solids 14000 59.4 80 80
Total Phosphorous 31.4 2810 63.2 60
Total Nitrogen 228 11.6 57 45
Gross Pollutants 1520 0 100.0 90
With reference to Table 3-11, a rainwater tank treatment system which captures roof runoff with bio-retention
basins provided downstream will adequately reduce pollutant load exports to meet the applicable water
quality objectives, whilst allowing sustainable water principles to be applied on site.
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4 Conclusion
A Stormwater Management Plan has been prepared to support the proposed expansion of Noosa Civic. The
key findings of the investigation are detailed below:
Regional Flooding
Council’s regional flood and storm tide mapping indicates that the proposed development will be
above all regional flood events.
Stormwater Quantity
A detention basin (see Figure 5) is proposed to be operated in conjunction with flood storage within
the car park area to mitigate the potential impact on peak flow rate resulting from development of the
catchment. Based on the analysis, mitigation of developed peak flows to existing conditions will
result in no adverse flooding impacts external to the site.
Stormwater Quality
It will be necessary to treat runoff from the site to satisfy the water quality objectives defined by the
State Planning Policy (DSDIP, 2014) and Noosa Shire Council.
Modelling of two approaches for the treatment of runoff was completed using the industry-standard
MUSIC software.
o Bio-basin Treatment
For this scenario, runoff from the entire site was considered to be treated by a bio-retention
systems as shown on Figure 6.
o Water Re-use Tank and Bio-Basin Treatment
For this scenario, a 300 kL rainwater tank capturing runoff from roof surfaces for suitable re-
use purposes, with the remaining water to then be treated by bio-basins to the required
standards, was considered.
Both treatment scenarios were found to satisfy the applicable water quality objectives. A decision
will be made at detailed design in relation to the solution to be ultimately adopted.
Given the results obtained with respect to stormwater quality and quantity, it is considered that the site can
be developed from a stormwater management perspective without producing unacceptable impacts.
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Noosa Civic
FIGURES
Figure 1 Site Location
Figure 2 Existing WBNM Model
Figure 3 Developed WBNM Model
Figure 4 MUSIC Model Layout
Figure 5 Concept Stormwater Quantity
Management
Figure 6 Concept Stormwater Quality
Management
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Section 149
Noosa Civic Shopping Centre Development
Stormwater Management Plan
Cardno All Rights Reserved 2014. Scale 1:3,000 (A3)
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sold, transferred, copied or reproduced in whole or in part in any manner or form or on any media,
to any person other than by agreement with Cardno. This document is produced by Cardno
solely for the benefit of and use by the client in accordance with the terms of the retainer. Cardno
FIGURE 1
Site Location
does not and shall not assume any responsibility or liability whatsoever to any third party arising
out of any use or reliance by third party on the content of this document.
Aerial imagery courtesy of Nearmap, 2014
QIC GLOBAL REAL ESTATE
Section 150
Noosa Civic Shopping Centre Development
Stormwater Management Plan
D
E A
B C
Cardno All Rights Reserved 2014. Scale 1:3,000 (A3)
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sold, transferred, copied or reproduced in whole or in part in any manner or form or on any media,
to any person other than by agreement with Cardno. This document is produced by Cardno
solely for the benefit of and use by the client in accordance with the terms of the retainer. Cardno
FIGURE 2
Existing WBNM Model
does not and shall not assume any responsibility or liability whatsoever to any third party arising
out of any use or reliance by third party on the content of this document.
Aerial imagery courtesy of Nearmap, 2014
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Section 151
Noosa Civic Shopping Centre Development
Stormwater Management Plan
D
F1
F2
E G1
G2
F3
G3
G4 H
Cardno All Rights Reserved 2014. Scale 1:3,000 (A3)
Copyright in the whole and every part of this drawing belongs to Cardno and may not be used,
sold, transferred, copied or reproduced in whole or in part in any manner or form or on any media,
to any person other than by agreement with Cardno. This document is produced by Cardno
solely for the benefit of and use by the client in accordance with the terms of the retainer. Cardno
FIGURE 3
Developed WBNM Model
does not and shall not assume any responsibility or liability whatsoever to any third party arising
out of any use or reliance by third party on the content of this document.
Aerial imagery courtesy of Nearmap, 2014
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Noosa Civic Shopping Centre Development
Stormwater Management Plan
Cardno All Rights Reserved 2014. Scale 1:3,000 (A3)
Copyright in the whole and every part of this drawing belongs to Cardno and may not be used,
sold, transferred, copied or reproduced in whole or in part in any manner or form or on any media,
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FIGURE 4
MUSIC Model Layout
does not and shall not assume any responsibility or liability whatsoever to any third party arising
out of any use or reliance by third party on the content of this document.
Aerial imagery courtesy of Nearmap, 2014
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Section 153
Noosa Civic Shopping Centre Development Stormwater Management Plan - meee Site Boundary or oe a on w) a : Mie hy HED stormwater Storage Areas © Cardno All Rights Reserved 2014. Scale 1:1,250 (A3) FIGURE 5 Copyright in the whole and every part oithis drawing belongs to Cardno and may not be> used, sold, transferred, copied or reproduced in whole or in part in an¥ manner or form or on a any media, to any person other than by agreement with Cardno. This document is produced by Carrdno- y solely for the benefit of and use by the dient in accordance withthe terms of the retainer. Carcno 62 Sa a ren a a a pa ne a oa : ify an as bw payn tects Concept Stormwater Quantity Management Aerial imagery courtesy of Nearmap, 2014 October 2014 QIC GLOBAL REAL ESTATE CAD FILE: C\Users\benjamin carey ‘al\temp\AcPublish_6760\Figures_Additi XREF's: PLAN_L1_NewCentre
Section 154
Noosa Civic Shopping Centre Development
Stormwater Management Plan
7, TAT
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RUNOFF RUNOFF
FLOW, ____ FLOW
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EXTENDED DETENTION 200,mm
DEPTH
FILTER MEDIA
TRANSITION LAYER
DRAINAGE LAYER
Typical Carpark Bioretention System
N.T.S
© Cardno All Rights Reserved 2014
Copyright in the whole and every part oithis drawing belongs to Cardno and may not be: used,
sold, transferred, copied or reproduced in whole or in part in anv manner or form or on a any media,
to any person other than by agreement with Cardno. This document is produced by Carrdno
solely for the berefit of and use by the cient in accordance withthe ‘erms ofthe retainer: Carcno.
does not and shall not assume any responsbility or liability wharsoever to any third party arising
out of any use or reliance by third party an the content ofthis document.
‘Actial imagery courtesy of Nearmnap, 2014
October 2014
QIC GLOBAL REAL ESTATE
CAD FILE: \ben jamin carey \appdata\local\temp\ AcPublish_6760\Figures_Additional_Full_report_fgures_v3.dwg
XREF's: Pl NewCentre
wee Site Boundary
{7 Bioretent on Treatment Areas
Scale 1:1,250 (A3)
FIGURE 6
Concept Stormwater Quality Management
Project No.: J13041
PRINT DATE: 27 November, 2014 - 123pm
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Noosa Civic Stormwater Management Plan Noosa Civic APPENDIX A Regional Flood Mapping QIC Noosa Civic Pty Ltd Version 1 November 2014 Appendix D - SMP.docx Page 1
The text continues on section 156.