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080624 2383-01 FINAL Engineering Report for DA.pdf [As Published] · 132008.1128
BLUE CARE SUNRISE BEACH
Engineering Report for Development Application
24 June 2008
Job No. 2383-01 Blue Care Property Development Unit
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BLUE CARE SUNRISE BEACH
ENGINEERING REPORT FOR DEVELOPMENT APPLICATION
Cardno (Qld) Pty Ltd
ABN 57 051 074 992
Cardno Centre
Level 1, 9 Maud Street
Maroochydore Qld 4558
PO Box 152, Maroochydore
Queensland 4558 Australia
Telephone: 07 5443 2555
Facsimile: 07 5443 5642
International: +61 7 5443 2555
[email protected]
www.cardno.com.au
Document Control
Author Reviewer
Version Date
Name Initials Name Initials
Draft 23 May 2008 Anthony Morris Tony Howard
1.0 20 June 2008 Anthony Morris Tony Howard
1.1 24 June 2008 Anthony Morris Tony Howard
"© 2008 Cardno (Qld) Pty Ltd All Rights Reserved. Copyright in the whole and every part of this
document belongs to Cardno (Qld) Pty Ltd and may not be used, sold, transferred, copied or
reproduced in whole or in part in any manner or form or in or on any media to any person without the
prior written consent of Cardno (Qld) Pty Ltd.”
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BLUE CARE SUNRISE BEACH
ENGINEERING REPORT FOR DEVELOPMENT APPLICATION
TABLE OF CONTENTS
1. INTRODUCTION ............................................................................................................... 4
2. STORMWATER MANAGEMENT PLAN ........................................................................... 5
2.1 Site Characteristics................................................................................................... 5
2.2 Catchment Areas ...................................................................................................... 5
2.3 Re-use of Stored Non-Potable Water ....................................................................... 5
2.4 Stormwater Quality and Quantity Objectives............................................................. 6
2.5 Stormwater Quality ................................................................................................... 7
2.5.1 MUSIC Water Quality Model ......................................................................... 7
2.5.2 Model Parameters ........................................................................................ 8
2.5.3 Pollutant Removal Parameters ..................................................................... 8
2.5.4 MUSIC Model Results – Predicted Water Quality ......................................... 9
2.6 Stormwater Quantity ............................................................................................... 10
2.6.1 Site Hydrology ............................................................................................ 10
2.6.2 Proposed Detention Storages ..................................................................... 11
2.6.3 System Performance .................................................................................. 12
2.6.4 Summary .................................................................................................... 13
3. WATER SUPPLY & SEWERAGE INFRASTRUCTURE ASSESSMENT ........................ 14
3.1 Site Characteristics................................................................................................. 14
3.2 Design Criteria........................................................................................................ 14
3.2.1 Water .......................................................................................................... 14
3.2.2 Sewerage ................................................................................................... 15
3.3 Development Population and Flows ....................................................................... 16
3.3.1 Water .......................................................................................................... 16
3.3.2 Sewerage ................................................................................................... 16
3.4 Water Supply Reticulation Assessment .................................................................. 16
3.5 Sewerage Reticulation Assessment ....................................................................... 18
3.6 Summary ................................................................................................................ 18
4. GEOTECHNICAL INVESTIGATION ............................................................................... 19
APPENDICES
APPENDIX A Figures 2383-01 SK01 to SK04
APPENDIX B MUSIC Model Input Data
APPENDIX C Preliminary Geotechnical Site Investigation
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BLUE CARE SUNRISE BEACH ENGINEERING REPORT FOR DEVELOPMENT APPLICATION 1. INTRODUCTION Blue Care Property Development Unit (Blue Care) proposes to develop two parcels of land (Lot 1 RP177650 and Lot 6 RP901384) located adjacent to Grasstree Ct, Sunrise Beach, Noosa, for residential retirement and aged care purposes (Figure 1.1 gives locality, proposed development site outlined in red). The master planned development would include a 96 bed aged care facility, a number of semi-attached units, and community facilities. The proposed development sites would be acquired by Blue Care subject to the Development Application (DA) for Material Change of Use (MCU) being granted. Cardno was commissioned by Blue Care, to provide an engineering report to support the DA. This document serves to present the: - Stormwater Management Plan; - Water Supply and Sewerage Infrastructure Planning Report; - Preliminary Geotechnical Site Investigation; - Concept Infrastructure Plans for drainage works, water and sewerage infrastructure Figure 1.1, Locality Plan Blue Care Property Development Unit Version 1.1 24 June 2008 2008 06 24 2383-01 Engineering Report for DA Commercial in Confidence Page 4
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2. STORMWATER MANAGEMENT PLAN
2.1 SITE CHARACTERISTICS
The site of the proposed development has an area of 5.535ha. The site is vegetated and
currently undeveloped. Both lots have slopes of approximately 5% and drain to the Noosa
National Park. Lot 6 drains to the north and, Lot 1, to the west. Surface runoff, from the
site to the national park, occurs as sheet flow.
Lots 1 and 6 are separated by the Grass Tree Court road reserve. This road is
constructed and provides access to the Uniting Church site, adjacent to Lot 6.
2.2 CATCHMENT AREAS
The site has been divided into two sub-catchments, based on the natural topography. The
post-developed sub-catchment boundaries are shown on Drawing No.2383-01 SK02.
The internal catchment area was further divided into impervious “clean” roof area and non-
roof area, as outlined in Table 2.1. The total roof area was determined from the Area
Schedules, provided by Smith and Tracey Architects. The non-roof area was assigned a
fraction impervious in accordance with the Brisbane City Council MUSIC Guidelines (BCC
Guidelines), and modelled as a separate source.
Table 2.1, Site Catchment Areas
Internal Urban Area, Impervious “Clean” Internal Urban
Excluding buffer area (ha) Roof Area (ha) Non-roof Area (ha)
4.427 1.954 2.473
Stormwater runoff from the site will be treated as follows:
- “Clean” roof runoff will be harvested by draining to central retention storage for re-use;
- Paved pedestrian areas and excess runoff from roof areas will drain to a gross pollutant
trap (GPT) for preliminary treatment;
- All runoff will be directed to bio-retention / detention basins sized to offset the increase
in impervious areas; and
- Runoff from the bio-retention basins will be discharged through spreader trenches to
provide additional infiltration and decentralisation of flow, prior to it entering the National
Park.
2.3 RE-USE OF STORED NON-POTABLE WATER
The water re-use criteria for the site aim to comply with the Queensland Development
Code (QDC) requirements enabling the benefits from Sections 5.10, 5.11 and 5.13 of the
Queensland Water Recycling Strategy (QWRS) (EPA, 2001) to be achieved. Based on
this, the criteria used to determine water re-use included the following:
- ‘Fit for purpose’ uses
- Source substitution
- Wastewater minimisation
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The storage tanks have been sized in accordance with the requirements of the Noosa
Rainwater Tank Policy and the QDC. Each residential dwelling unit will be required to
incorporate a rainwater storage capacity of at least 3,000L. It is understood that this
requirement will be fulfilled using common storage tanks, located under the internal roads.
Stored non-potable stormwater runoff will be re-used in accordance with the QDC for the
following:
- External Use
- Cold Laundry Tap
- Toilet Flushing
2.4 STORMWATER QUALITY AND QUANTITY OBJECTIVES
The aim of the stormwater management system for the proposed development is to protect
and enhance the natural water systems of the National Park and elsewhere.
Stormwater runoff from the site will be managed in accordance with the principles of Water
Sensitive Urban Design (WSUD) as expressed by the following performance criteria and
objectives (Melbourne Water, 2005):
- Recycle stormwater for non-potable use (to reduce demand on water resources);
- Protect and enhance natural water systems within urban developments;
- Integrate stormwater treatment into the landscape;
- Use stormwater infrastructure in the landscape to maximise visual and recreational
amenity;
- Control and improve the quality of water draining from the urban development;
- Reduce runoff and peak flows from urban development to be no greater than the pre-
developed case, by utilising local detention measures and the reduction of impervious
areas; and
- Minimise the drainage infrastructure cost of development.
Further stormwater quality objectives have been identified for this site. The Department of
Natural Resources and Water (DNRW) has recommended that the water quality for
discharges from the developed site be ‘not worse’ than for the pre-developed case. The
Healthy Waterways guidelines recommend load based reduction targets which, when met,
are generally considered to surpass the ‘not worsening’ requirement. The Healthy
Waterways load based reduction targets (Table 2.2) were adopted for this analysis.
Table 2.2, Pollutant Load Reduction Targets
Pollutant Load Reduction
Total Suspended Solids 80%
Total Phosphorous 60%
Total Nitrogen 45%
During the construction phase, the potential exists for significant increases in the amount of
pollutants, particularly sediment, exported from the site. During this period, an Erosion
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and Sediment Control Plan will be implemented as part of the overall Environmental
Management Plan prepared for the construction phase.
Erosion and sediment control measures will be implemented in accordance with Council
requirements and the recommendations of “Soil Erosion and Sediment Control,
Engineering Guidelines for Queensland Construction Sites” by Institution of Engineers
Australia, 1996.
2.5 STORMWATER QUALITY
2.5.1 MUSIC Water Quality Model
Stormwater quality was modelled using the program MUSIC (Model for Urban
Stormwater Improvement Conceptualisation – developed by the Cooperative Research
Centre for Catchment Hydrology) to confirm that the proposed water quality control of
runoff treatment will meet the desired water quality criteria.
MUSIC is a conceptual model used to simulate urban stormwater systems and assess
the effectiveness of stormwater quality treatment devices. Although multiple stormwater
treatment devices are proposed, the conceptual model is based on total volumes,
areas, etc. The model schematic is shown in Figure 2.1. Simulations were run using a
6 minute time step
Rainfall and potential evapotranspiration (PET) data series for Nambour (1989 to 1998)
were used in accordance with the Water Sensitive Urban Design Technical Design
Guidelines for South East Queensland (Healthy Waterways).
Brisbane City Council (BCC) has carried out an extensive monitoring program, specific
to the MUSIC model, to determine the rainfall-runoff and pollutant export parameters for
various land uses. The findings of the study are detailed in BCC Guidelines for
Pollutant Export Modelling in Brisbane Version 7 - Draft (2003). In addition to the BCC
Guidelines the MUSIC Modelling Guidelines prepared by Gold Coast City Council
(2006) have also been adopted where relevant to improve the quality in the modelling.
These parameters were adopted for the rainfall-runoff and pollutant export parameters
from the proposed development.
Figure 2.1, MUSIC Model Schematic
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2.5.2 Model Parameters
The land-use parameters for the source nodes in the MUSIC model were adjusted to
match the values given in Table 2.3 based on the BCC Guidelines (BCC, 2003).
Table 2.3, MUSIC Source Node Catchment Parameters
Parameter MUSIC Input
Urban Residential
Impervious Rainfall threshold (mm/day) 1.0
Area
Pervious Soil Storage Capacity (mm) 400
Area Field capacity (mm) 200
Infiltration capacity coefficient – a 50
Infiltration capacity exponent – b 1.0
Groundwater Daily recharge rate (%) 25.0
Daily drainage rate (%) 25
The pollutant export parameters for the MUSIC model were adjusted to be consistent
with data quoted in BCC Guidelines (Table 2.4, BCC, 2003) and the Gold Coast City
Council (GCCC) MUSIC Guidelines (Table 7, GCCC, 2006). The source node input
data for the land uses are shown in Table 2.4.
Table 2.4, Source Node Event Mean Concentrations and Standard Deviations
Land Use Type Parameter TSS TP TN
for MUSIC Log10 (mg/L) Log10 (mg/L) Log10 (mg/L)
Source Nodes Base Storm Base Storm Base Storm
Flow Flow Flow Flow Flow Flow
Internal (Urban) Mean 1.00 2.18 -0.97 -0.47 0.20 0.26
Std Deviation 0.34 0.39 0.31 0.31 0.20 0.23
Roof Areas Mean 1.00 1.3 -0.97 -0.89 0.20 0.26
Std Deviation 1.34 0.39 0.31 0.31 0.20 0.23
The land type ‘split’ was carried out in accordance with the GCCC MUSIC Guidelines to
effectively account for rainwater harvesting from the roof areas within the model. For
the initial modelling, the roof node was modelled as being 100% impervious, with the
urban node modelled as 26% impervious.
2.5.3 Pollutant Removal Parameters
Gross Pollutant Trap
The adopted pollutant removal parameters for the GPT are outlined in Table 2.5. A high
flow bypass of 0.75m3/s was applied, based on the potential use of a Rocla CL750 unit.
It is noted that the manufacturer specification provides for a higher removal capacity for
TSS than shown in the Table 2.5.
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Table 2.5, Pollutant Removal Rates for GPT
Pollutant Removal Efficiency Pollutant Removal Ordinates
(%)
Input Output
TSS 0 75 75
40.0 175 105
TN 10 10 9
TP 10 10 9
Gross pollutants 100 100 0
Rainwater Tank
The total volume of the rainwater tanks was based on the 129 dwelling units
(Independent Living Units, Apartments, Serviced Apartments), plus a factor for external
use. The total storage volume has been determined to be 442m3.
Bioretention / Detention Basin
The filter medium was modelled as 0.4m thick, with 0.4m extended detention depth.
The basin bottom surface area was input as 700m2 which produced a high-flow bypass
rate of 0.078m3/s.
2.5.4 MUSIC Model Results – Predicted Water Quality
The MUSIC model was run for various combinations of treatment options to achieve the
required stormwater quality objectives. The results presented in Table 2.6 are for the
adopted pollutant removal devices, outlined in Section 2.5.3. These results
demonstrate that the required pollutant load reduction targets will be met by the
proposed stormwater treatment infrastructure.
Table 2.6, Developed Pollutant Load Reductions
Pollutants
Total Total Total
Suspended Phosphorous Nitrogen
Solids
Load Based Reduction, post- 80.1 64.7 58.0
developed case
Pollutant Removal Objective (%) 80 60 45
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2.6 STORMWATER QUANTITY
2.6.1 Site Hydrology
The drainage system within the development will consist of underground pipe systems
and surface overland flow. With the completed development, the locations of the
discharges to the national park will be maintained across the western and northern
boundaries of Lots 1 and 6, respectively.
The development will result in a significant increase in the site impervious area. The
undeveloped site has been assumed to have no impervious area, while the developed
site has been assumed to have a fraction impervious of 0.9.
Catchments within the developed site will consist of paved areas, roads, carparks and
roof areas.
The site, prior to development, had an estimated time of concentration of 18 minutes for
Lot 6 and 22 minutes for Lot 1. The estimated times of concentration for the developed
site are 8 minutes, for both catchments.
The reshaping of the site for the development will also result in runoff from an additional
catchment area of 0.626ha at the north-eastern corner of Lot 1 being redirected to the
west through Lot 1. Currently, runoff from this area discharges to the east, to Ben
Lexcen Drive.
Attenuation of peak discharges from the developed site is necessary to comply with
Council’s non-worsening requirements.
For the site in its undeveloped condition, peak discharges have been calculated, using
the Rational Method, for rainfall events with average recurrence intervals of 2, 10, and
100 years. These calculations are summarised in the Tables 2.7 and 2.8.
The catchment areas for Lots 1 and 6, used in the calculations below, represent the
areas of the lots excluding the dedicated buffer strips and fire breaks. No development
works which will affect site runoff characteristics are proposed within these areas and,
therefore, they have not been included in the catchment areas used for the calculation
of the pre-development peak discharges to be used for comparison with those from the
developed site.
Table 2.7, Lot 6 Undeveloped Site – Peak Discharges
ARI C I A Q
years mm/h ha m3/s
2 0.15 99 0.7774 0.033
10 0.18 134 0.7774 0.052
100 0.22 194 0.7774 0.090
Table 2.8, Lot 1and Road Undeveloped Site – Peak Discharges
ARI C I A Q
years mm/h ha m3/s
2 0.15 90 3.65 0.140
10 0.18 122 3.65 0.223
100 0.22 176 3.65 0.385
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On-site detention storage is required to reduce the peak discharges from the
development to values which are less than or equal to those from the undeveloped site.
This storage is proposed to be provided, within each lot, in conjunction with the
proposed bio-retention basins required for stormwater quality management.
2.6.2 Proposed Detention Storages
The locations and general arrangement details of the proposed bio-retention basins and
detention storages are shown on Drawing No. 2383-01 SK01. The operation of the bio-
retention basins is discussed in Section 2.6.3.
To minimise their footprints and to maximize the storage capacity of the basins, it is
proposed that they are constructed with rock-filled wire gabion retaining walls, rather
than with un-retained, excavated batters. The external faces of the walls of the basins
will be essentially vertical and the internal faces will have an effective slope of
1(V):0.5(H). These structures are subject to further detailed design, geotechnical and
hydraulic investigations.
The bio-retention basins will be constructed within the base of each detention basin, as
shown on Drawings 2383-01 SK03 and SK04. An overflow grate, at a level 0.4m above
the surface of the bio-retention basin filter medium, will be provided within each basin.
The height of the grate above the filter is the proposed extended detention depth of the
bio-retention basin. The grate will provide the outlet from the detention basin and will
be connected to discharge pipework extending through the basin wall.
Concentrated discharges from the detention basin outlets will require respreading as
sheet flow before entering the national park. This will be accomplished using spreader
channels, as shown on Drawings 2383-01 SK03 and SK04. The proposed basins and
spreader channels are located within the site development area boundary or within the
10m wide fire break adjacent to the buffer area to the national park.
To assess the required capacities and outlet configurations of the detention basins, a
dynamic, numerical, hydrological and hydraulic model of the site catchments, the basins
and discharge pipes was set up using the modelling package XP-SWMM.
The hydrology in the XP-SWMM model was adjusted, as required, to ensure
consistency between the catchment peak discharges estimated using the model and
those calculated using the Rational Method.
The model was run for rainfall events with average recurrence intervals of 2, 10, and
100 years with durations of up to 360 minutes to determine the duration which produced
the peak discharges from the basins.
The catchment areas allocated to each basin and used for the initial assessment of
basin performance were set to the areas of the respective lots, with the Grasstree Court
road catchment discharging to Lot 1. The resulting catchment areas were: Lot 1 and
road, 4.275ha; Lot 6, 0.7774ha.
For this arrangement, it was found that the Lot 6 basin was capable of accepting runoff
from a larger catchment area and the Lot 1 basin could not accept the runoff from the
assigned catchment area, without peak discharges exceeding those from the
undeveloped site. A number of trial divisions of the catchments were modelled to
obtain an arrangement which best utilised the capacity available within each basin. In
addition to peak discharges, it was also necessary to consider peak water levels within
each basin.
The adopted catchment division assumed that runoff from the Grasstree Court road
catchment (0.235ha) and from 0.8ha from the north-eastern corner of the development,
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within Lot 1, was directed to the Lot 6 basin. The resulting catchment areas for each
basin were: Lot 1, 3.24ha; Lot 6, road and part of Lot 1, 1.812ha. The proposed
catchment areas to each basin are shown on Drawing No. 2383-01 SK02.
Details of the modelled basins are summarised in the Table 2.9.
Table 2.9, Proposed Detention Basins
Basin Lot 1 Lot 6
Base Level (mAHD) 19.5 27.0
Base Area (m2) 735 708
Top of Walls (m AHD) 23.5 30.0
Max. Wall Ht above Nat. Surf. (m) 3.0 4.0
Overflow Grate Level (m AHD) 19.8 27.4
Outlet Pipe Dia. (mm) 0.30 0.15
Spreader Channel Length (m) 60 40
2.6.3 System Performance
The performance of the drainage systems from the developed site, with the above basin
configurations, is summarised in the Table 2.10.
Table 2.10, Developed Site – Detention Basin Performance
Average Basin Basin Basin Basin Peak Undeveloped
Recurrence Max Max Water Discharge Site
Interval Water Depth Peak
Level m Discharge
m AHD m3/s
years m3/s
2 Lot 1 20.968 1.468 0.173 0.140
2 Lot 6 27.792 0.792 0.045 0.033
10 Lot 1 21.593 2.093 0.208 0.223
10 Lot 6 28.381 1.381 0.047 0.052
100 Lot 1 23.160 3.660 0.283 0.385
100 Lot 6 28.986 1.986 0.052 0.090
These results show that, for the 10 year and 100 year ARI events, the proposed basins
will provide sufficient detention storage to reduce the peak discharges, from the
developed site, to values which are less than those for the same average recurrence
intervals from the undeveloped site. For the 2 year ARI event, peak discharges from
the basins are greater than those for the undeveloped site.
The model calculations, however, do not consider the flow losses due to infiltration from
the bio-retention basin filter media into the natural sands underlying the basin or from
the spreader channels. The adopted water quality treatment flows, through the bio-
retention basin filter media, are approximately 0.08m3/s for each basin. These flows
are driven by the head of 0.4m within the extended detention zones of the basins.
From the data presented above, it can be seen that the water depths, within the basins,
during significant rainfall events, will, generally, exceed 1 metre. Infiltration through the
filter media and also into the natural sands underlying the basin will be significantly
greater than the water quality treatment flows of 0.08m3/s. Infiltration losses into the
base and batters of the spreader channels will also be significant.
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Infiltration losses from the systems will, almost certainly, exceed the values of 0.02m3/s
to 0.03m3/s required for the basin peak discharges, from the developed site, for the 2
year ARI events, to be reduced to values less than those from the undeveloped site.
When allowance is made for these losses, the basin peak discharges, for all average
recurrence intervals, are less than those from the undeveloped site.
2.6.4 Summary
Significant attenuation of peak discharges from the proposed development is required to
ensure that discharges to the Noosa National Park are not worsened, compared to
those from the current undeveloped site. It is proposed to provide the storage required
to achieve this attenuation in two separate basins located adjacent to the northern
boundary of Lot 6 and the western boundary of Lot 1. The detention basins will be
combined with the bioretention basins required for stormwater runoff quality treatment.
Discharges from the basins will be converted from concentrated to sheet flows by
means of spreader channels constructed within the 10m fire break within the buffer
areas to the national park.
Modelling, using the XP-SWMM package, has demonstrated that satisfactory
attenuation of peak discharges from the development can be achieved.
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3. WATER SUPPLY & SEWERAGE INFRASTRUCTURE
ASSESSMENT
3.1 SITE CHARACTERISTICS
The proposed development has the potential to impact on the reticulated water supply and
sewerage networks and cause the level of service provision to be reduced. This document
outlines the assessment undertaken to ensure that the proposed development does not
cause the level of service provision to fall below the minimum service standards adopted
by the Sunshine Coast Regional Council (SCRC).
3.2 DESIGN CRITERIA
The design criteria for water supply and sewerage were extracted from the Sunshine Coast
Regional Council (Noosa) Planning Scheme Policy 6 – Engineering Design Standards
Water Supply & Sewerage.
3.2.1 Water
Maximum Hour Demand
The Maximum Hour (MH) unit demand is shown in Table 3.1. The land area method,
when used, considers per hectare of lots only – excluding roads etc.
Table 3.1, Maximum Hour Demand by Land Use Type
Zone Maximum Hour Flow
Detached Housing 0.0809 L/s/lot
Commercial 4.91 L/s/ha
All other development
Population Density
100 EP/ha 3.3 L/s/ha
160 EP/ha 5.28 L/s/ha
250 EP/ha 8.35 L/s/ha
320 EP/ha 10.56 L/s/ha
Minimum Reticulation Size
Water reticulation mains shall be a minimum size of 100mm diameter in residential
developments and a minimum of 150mm diameter in commercial, industrial, and high
density residential developments. Commercial and industrial developments shall be
provided with a main on each side of the road reserve to eliminate the requirement for
service crossings.
Table 3.2, The Hazen Williams Coefficient, C
Nominal Diameter (mm) C
100 - 300 110
> 300 120
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3.2.2 Sewerage
Average Dry Weather Flow (ADWF) = 600 L/ET/day
Occupancy Ratio = 3.3 Equivalent People/Detached Dwelling = 3.3 EP/ET
Peak Wet Weather Flow (PWWF) = 5 * ADWF = 3000 L/ET/day
Table 3.3, Maximum Possible Flow (L/s)
GRADE 150DIA 225DIA 300DIA
420 43
400 44
350 47
300 51
290 24
250 26 55
200 29 62
150 11 33 71
125 12 36 78
100 14 41 27
75 16 47 101
50 19 57 124
Table 3.4, Minimum Allowable Flows (ET)
PIPE DIA (mm) MINIMUM MINIMUM MINIMUM No OF MINIMUM PUMPED
GRADE DEPTH OF TENEMENTS FLOW L/S
FLOW (mm)
150 1 in 150 25 4 2
225 1 in 290 40 170 5
300 1 in 420 50 270 8
375 1 in 570 70 530 15
450 1 in 730 80 690 19
525 1 in 900 95 970 27
600 1 in 1000 110 1360 36
Sewer Easements
Easements shall be equivalent in total width to twice the depth to invert level of sewer at
the deepest point within the allotment. The minimum setback distance from the
centreline of the sewer shall be 1.5m regardless of the depth of the sewer main.
Easements are to be parallel to, and centred over, sewer lines.
Zone of Influence
It shall not be permitted to construct sewers in new subdivisions or developments
whereby adjacent established buildings or existing building envelopes encroach into the
zone of influence of the new sewer. The zone of influence shall be taken as that area
within a 45o angle from invert level of the sewer.
Scour Velocity
The mains shall be sized such that minimum scour velocity is 0.75m/s in the pressure
main at maximum head (single pump) and maximum scour velocity is 1.8m/s (double
pump) at minimum head, ie. well full.
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3.3 DEVELOPMENT POPULATION AND FLOWS
The site was given Equivalent Person (EP) populations in accordance with Planning
Scheme Policy 16 – Sewerage Headworks Contributions and Planning Scheme Policy
17 – Water Headworks Contributions.
Table 3.5, Equivalent Development Population
Water Sewerage
Bedrooms Units EP/unit EP EP/unit EP
Independent Living
Units (ILU’s) 2 55 dwelling units 2.6 143.0 2.3 126.5
Apartments 2 54 dwelling units 2.6 140.4 2.3 124.2
1 11 dwelling units 2.0 22.0 1.7 18.7
Serviced Apartments
2 9 dwelling units 2.6 23.4 2.3 20.7
Aged Care Facility 96 beds 2.0 192.0 1.7 163.2
2
Community Facilities 101.7 10m roof area 0.08 8.16 0.17 17.34
Total 528.96 470.64
Adopt 530 470
3.3.1 Water
The proposed development has an adopted Equivalent Person water demand of 530
EP. The total area (excluding buffer zone) of the two allotments is 4.43 hectares.
Assuming 20% is used for roads etc, the site has 3.54 hectares of developable area.
Thus, the population density is approximately 150 EP/ha. From Table 3.1 (design
criteria) the unit demand for water supply of 5.28 L/s/ha was adopted. The total
Maximum Hour water demand from the proposed development site is thus 18.7 L/s.
3.3.2 Sewerage
The proposed development has an adopted Equivalent Person sewage loading of 470
EP (142 ET), producing an Peak Wet Weather Flow (PWWF) of 4.9 L/s, at 3000
L/ET/day in accordance with the adopted design criteria.
Table 3.6, Sewage Loading
Adopted EP Adopted ET ADWF ADWF PWWF
L/ET/Day L/s L/s
510 154 600 1.07 5.35
3.4 WATER SUPPLY RETICULATION ASSESSMENT
The SCRC Planning Scheme Policy 6 – Engineering Design Standards for Water &
Sewerage directs consultants to contact ‘Noosa Council Manager Water Supply’ for
hydraulic grades at proposed connection points. The following Peak Hour (19:00)
boundary conditions were extracted from Council’s Water Supply Reticulation Model.
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BLUE CARE SUNRISE BEACH
ENGINEERING REPORT FOR DEVELOPMENT APPLICATION
Table 3.7, Boundary Conditions for Water Supply Reticulation Analysis, Corner of Ben
Lexcen Dr and Grasstree Ct
Existing Proposed
(with nominal 550EP)
HGL 74.77m 73.66m
Pressure 42.73m 41.62m
The WaterGEMS modelling package was used to assess the existing water supply
reticulation, using the adopted boundary conditions. The proposed 530 EP were input to
the model at the proposed connection point, at the western end of Grasstree Ct. The
model showed that the existing DN100 main along Grasstree Ct was not adequately sized,
and, thus, it is considered necessary to augment the existing infrastructure. A DN150
looped main was modelled as shown on Figure 3.8.
Figure 3.8, Proposed Augmentation to Water Supply Reticulation (Proposed DN150
shown in red).
A fireflow demand of 15 L/s was included at the proposed connection point, with the
Maximum Hour flow background demand. The model showed that the minimum pressure
at the proposed connection point would be 36m, which is above the required minimum fire-
flow residual pressure of 12m as defined by the SCRC Planning Scheme.
The water supply reticulation modelling analysis shows that the proposed augmentation
provides an adequate level of service provision to the proposed development and to
existing connections in the vicinity.
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BLUE CARE SUNRISE BEACH
ENGINEERING REPORT FOR DEVELOPMENT APPLICATION
3.5 SEWERAGE RETICULATION ASSESSMENT
There is an existing sewage pump station located to the west of the proposed development
site. Excluding the proposed development site, the sewage pump station’s ultimate
catchment includes 630 EP (191 ET) as outlined in Table 3.9.
Table 3.9, Design Peak Wet Weather Flows, External
EP/dwelling
Dwelling Units unit EP
Detached Residential 137 3.3 452.1
Attahced Residential 69 2.6 179.4
Total 631.5
Adopt 630
The ultimate sewage loading (including 470 EP from the proposed development) on the
sewage pump station is 1100 EP (333 ET), which produces a design PWWF = 11.6 L/s.
The post-development design velocity through the existing DN100 rising main would be
1.5m/s which is within acceptable limits for scour velocity (0.75-1.8 m/s) as defined by the
SCRC Planning Scheme Policy 6.
The existing sewerage infrastructure is considered adequate to service the ultimate
development population, including the proposed development.
3.6 SUMMARY
Design criteria for water supply and sewerage were determined in accordance with the
Sunshine Coast Regional Council (Noosa) Planning Scheme.
The existing water supply and sewerage infrastructure was assessed to determine the
level of service provided to the area, post-development.
Modelling analyses have shown that it will be necessary to augment the existing water
supply infrastructure with a DN150 main along Grasstree Court (Approx 230m), however,
the existing sewerage infrastructure is considered to provide an adequate level of service
to the ultimate development.
It is recommended that the proposed water supply reticulation augmentation be adopted to
ensure the post-development standards of service for water supply are maintained.
Blue Care Property Development Unit Version 1.1 24 June 2008
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Page 19
BLUE CARE SUNRISE BEACH ENGINEERING REPORT FOR DEVELOPMENT APPLICATION 4. GEOTECHNICAL INVESTIGATION A preliminary site investigation was undertaken by Cardno Bowler. Investigative fieldwork was carried out on 7th May 2008 and included the drilling of ten boreholes at various locations across the site. The material encountered at the ten boreholes was Sand or Silty Sand, poorly graded. Approximately 70% of the soil particle size grading is between 0.150 - 0.300 mm in diameter. Soil was generally found to be moist and loose to medium dense. The investigation found that the soils on the site generally exhibit good engineering properties, provided they are adequately compacted and confined. The full report outlines factual data pertinent to the site and gives an overall indication of the geotechnical conditions. The report is included in Appendix B. Blue Care Property Development Unit Version 1.1 24 June 2008 2008 06 24 2383-01 Engineering Report for DA Commercial in Confidence Page 19
Page 20
BLUE CARE SUNRISE BEACH
ENGINEERING REPORT FOR DEVELOPMENT APPLICATION
APPENDIX A
Figures 2383-01 SK01 to SK04
Blue Care Property Development Unit Version 1.1 24 June 2008
2008 06 24 2383-01 Engineering Report for DA Commercial in Confidence
Page 21
REFER INSET
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Page 22
DATE PLOTTED: 06 June, 2008 - 8373
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Page 23
Proposed development 1 Sm Fire trail buffer Bioretention/detention basin 20m Buffer zone
0.50,0.50,0.50
aibasl 4
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| RL. 22.5
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Rock filled gabion
DATE PLOTTED: 19 June, 2008 - 2:44pm
|
retaining wall i ° j
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© Cardno (Qld) Ply Ld All Rights Reserved 2008, DESIGNED: OFFICES "TELEPHONE FAK
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toler on ery Mees 19 ay perton cine tan by agreeinett mit Cardre (Oc Py Lat ‘CHECKED: gee Coast ton snususga (on S508 2647 BLUE CARE SUNRISE BEACH DRGHNG No:
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Page 24
DATE PLOTTED: 19 June, 2008 - 2:44pm
Proposed development.
Bioretention basin
5m Fire trail buffer 4
100 Water level 28.986
0.50,0.50,0.50
Typ asus
R.L. 29.0
es
8.0 5
3K
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around the perimeter of the
bioretention basin.
D DSO}
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retaining wall
oS F ° Cy DRI SRO: oO” 3 o 2 y
SECTION D co 100mm & slotted upvc @ 1000mm
— Impervious membrane to be SCALEISO.SOC~S centres, Minimum embedment
installed within the rock filled la nmynlinteldreinsgedayens
gabion retaining wall.
Proposed development. Spreader channel 5m Fire trail buffer 1 20m Buffer zone
2.00 1.00 _, 2.00
SECTION E
SCALE 150
Spreader channel Bioretention basin
D
0100 Water level 28.986
PS ———J=—
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by D
LL 07 p
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concreted and stone pitched
as directed by the site SECTION F
superintendent. Maen:
PLAN
= 050 05 10 15 20 25m 5 0 5 10 15 20 25m
RSS
4:50 - Al 4:100 - AZ +4500-A1 — 1:1000 - AB
[Se at [oaos. ALD Correia ae ke [BLUE CARE PROPERTY DEVELOPMENT UNTT
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——=> on owner In Arve Teo (00 872 ie ORAWING No:
: PROJ. MAN. | APPROVED: PROJ. Horwey {07 a4245099 (07) 4124 5159
“Ths documents prodvced by Cardo (Ok 2 Ltd Sle ler te beri and us by Cardno (Qld) Pty Ltd | eee
ea niceacatictryemtn, ty Ot emo ore Bera, Sp taraieg fp Setras | DETENTION & BIORETENTION 238301-SK04
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CAD PLE: 2383-01-SK0? dug
XGEF's: hase, X673_ CD _UU-Type D-3826,
SUNSHINE COAST OFFICE Level 1 9 Maud Sireal Morogehydona kd 4588
Emal scoGsuncasinocomau Ph (O7] $4432555 Fax (07) 54433642
DETAILS - NORTHERN BASIN
Page 25
BLUE CARE SUNRISE BEACH
ENGINEERING REPORT FOR DEVELOPMENT APPLICATION
APPENDIX B
MUSIC Model Input Data
Blue Care Property Development Unit Version 1.1 24 June 2008
2008 06 24 2383-01 Engineering Report for DA Commercial in Confidence
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BLUE CARE SUNRISE BEACH ENGINEERING REPORT FOR DEVELOPMENT APPLICATION Blue Care Property Development Unit Version 1.1 24 June 2008 2008 06 24 2383-01 Engineering Report for DA Commercial in Confidence
Page 27
BLUE CARE SUNRISE BEACH ENGINEERING REPORT FOR DEVELOPMENT APPLICATION Blue Care Property Development Unit Version 1.1 24 June 2008 2008 06 24 2383-01 Engineering Report for DA Commercial in Confidence
Page 28
BLUE CARE SUNRISE BEACH ENGINEERING REPORT FOR DEVELOPMENT APPLICATION Blue Care Property Development Unit Version 1.1 24 June 2008 2008 06 24 2383-01 Engineering Report for DA Commercial in Confidence
Page 29
BLUE CARE SUNRISE BEACH ENGINEERING REPORT FOR DEVELOPMENT APPLICATION Blue Care Property Development Unit Version 1.1 24 June 2008 2008 06 24 2383-01 Engineering Report for DA Commercial in Confidence
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BLUE CARE SUNRISE BEACH ENGINEERING REPORT FOR DEVELOPMENT APPLICATION Blue Care Property Development Unit Version 1.1 24 June 2008 2008 06 24 2383-01 Engineering Report for DA Commercial in Confidence
Page 31
BLUE CARE SUNRISE BEACH
ENGINEERING REPORT FOR DEVELOPMENT APPLICATION
APPENDIX C
Preliminary Geotechnical Site Investigation
Blue Care Property Development Unit Version 1.1 24 June 2008
2008 06 24 2383-01 Engineering Report for DA Commercial in Confidence
Page 32
S B OWLER Address: Telephone: Facsimile: 32 Hi-Tech Drive (07) 5450 1544 (07) 5450 1533 LD GEOTECHNICAL —Kinda Park Gi ass ($C) Phy Lic Exail: [email protected] T/A Cardno Bowler Pty Ld Website: www.bowlergeotechnical.com.au ng Also at: Gold Coast, Geebung, Browns Plains, Gladstone, Rockhampton, Mackay. = fownsville, Cairns, Mt Isa. Office in Vietnam and Representative Offic ice in Papua New Guine: Preliminary Site Investigation - Proposed Aged Care Facility Grasstree Court, Sunrise Beach Client - Blue Care C/-Cardno (Qld) Pty Ltd Job Number: 3381 Prepared By: EZ \ BSA License No: 1091832 IMatt Courtney Assoc Dip Civ Eng, GradiEOAust Date Prepared: 15/5/2008
Page 33
Job Number: 3381 PROPOSED AGED CARE FACILITY, SUNRISE BEACH 1.0 2.0 3.0 4.0 Introduction As requested a preliminary site investigation has been carried out, at the above address, in order to collect information regarding the foundation conditions at the site. Further, more specific site investigation should be carried out for individual structures, once a final site layout has been designed. This report should be read in conjunction with our attached ‘General Notes’. Site Description The site is located to the west of Ben Lexen Drive, Sunrise Beach, and covers blocks on both the north and south side of Grasstree Court (see Figure 1). At the time of the investigation, the two blocks sloped to the west (see Figure 1). Both blocks were densely vegetated with mature shrubs and trees (see Figure 2). Proposed Construction It is understood that the proposed construction at the site is to comprise one and two storey apartment buildings, detached residences and central facilities buildings which are to be linked by service roads. Investigation Work Fieldwork for the investigation was carried out on the 7 May 2008, and included the drilling of ten boreholes at the positions shown on Figure 3. The material encountered at the borehole locations is described on the attached borehole log sheets, see Appendix A. Dynamic cone penetrometer tests were also carried out at each borehole location and these tabulated test results are included on the borehole logs. Particle size distribution testing was carried out on four samples recovered from the boreholes, with a further sample tested for dispersion percentage via the double hydrometer method. Two samples were also tested for California Bearing Ratio. All test certificates are attached in appendix B. DATE PREPARED: 15/5/2008
Page 34
Job Number: 3381 PROPOSED AGED CARE FACILITY, SUNRISE BEACH 5.0 6.0 7.0 8.0 9.0 10.0 Subsurface Profile The borehole logs indicate that the subsurface profile at the site was relatively uniform, with only silty sands and clean sands encountered at all test locations. Groundwater A groundwater level was noted in borehole 4 which is located in lower area of the site. Dewatering of excavations would be required below any groundwater level. Allowable Bearing Capacity The results of the fieldwork indicate that the near surface foundations at the site will provide an allowable bearing capacity of less than 100kPa. Generally, the test results indicate that an allowable bearing capacity of 100kPa would be provided by the medium dense strata shown on the borehole log sheets. Topsoil Stripping Depth Based on the results of the fieldwork, it is estimated that between 300mm and 400mm of topsoil would need to be removed from the site to expose a suitable subgrade surface for construction. Pavements Two soaked California Bearing Ratio (CBR) tests were performed on soils sampled from likely positions for pavement construction, and the soaked CBR results were 16% and 17%. The subsurface soils at the site were relatively uniform in all areas tested and it is suggested that a conservative nominal design soaked CBR value of 12% may be appropriate for pavement design at the site. Suitability of On Site Soils for Filling The subsurface soil at the site is poorly graded dune sand. This type of soil exhibits desirable engineering properties, provided that it is adequately compacted and confined. DATE PREPARED: 15/5/2008
Page 35
Job Number: 3381 PROPOSED AGED CARE FACILITY, SUNRISE BEACH 11.0 Erosion and Sediment Control Review of the borehole logs (appendix A) and laboratory test results (appendix B) indicate that the subsurface conditions at the ten sample locations selected for this preliminary investigation are relatively uniform. Furthermore, the test results indicate that the poorly graded sand that dominated the profile showed very low percentages of clay and silt particle. These results indicate that the strata encountered and tested at the site during this investigation, present a low risk from an erosion and sediment control viewpoint. However, it is recommended that more site investigation be carried out once the final design layout of the development has been decided. If you have any queries please feel free to contact the undersigned. Yours faithfully, CARDNO BOWLER SEE LE i MATT COURTNEY DATE PREPARED: 15/5/2008
Page 36
Figure 1
Page 37
dofso/ sz. 23y
Page 38
Figure 2
Page 39
Scale 1:2000@A3 ‘ 4 £ a : Rg i z 5 3 < 3 2
Page 40
Figure 3
Page 41
BH10 Church CBR1 are Grasstree Court ots ~BH6 BH7 BHO CBR2 BHA pie ~BH3 BH2 |
Page 42
BOWLER ST De yas isa (ony snab 533 - 1écl ive GEOTECHNICAL —Kunda Park Qu 4556 Geyriviid Email: [email protected] T/A Cardno Bowler Pty Ltd Website: www.bowlergeotechnical.com.au Geotechnical Engineering Consultants Soils Laboratory Services Also at: Incorp. in Qld. ACN. 113 423 233 Gold Coast, Geebung, Browns Plains, Gladstone, Rockhampton, Mackay, Townsville, Caims, ABN, - 13113 423 233 Mt Isa. Office in Vietnam and Representative Office in Papua New Guinea. GENERAL NOTES GENERAL This report comprises the results of an investigation carried out for a specific purpose and client as defined in the document. The report should not be used by other parties or for other purposes, as it may not contain adequate or appropriate information. TEST HOLE LOGGING The information on the test hole logs has been based on a visual and tactile assessment, except at the discrete locations where test information is available (field and/or laboratory results). GROUNDWATER Unless otherwise indicated, the water levels given on the test hole logs are the levels of free water or seepage in the test hole recorded at the given time of measuring. The actual groundwater level may differ from this recorded level, depending on material permeabilities. Further variations of this level could occur with time due to such effects as seasonal and tidal fluctuations or construction activities. Final confirmation of levels can only be made by appropriate instrumentation techniques and programmes. INTERPRETATION OF RESULTS The discussion/recommendations contained in this report are normally based on site evaluation from discrete test hole data. Generalised or idealised subsurface conditions (including any cross- sections contained in this report) have been assumed or prepared by interpolation/extrapolation of these data. As such, these conditions are an interpretation, and must be considered as a guide only. CHANGE IN CONDITIONS Local variations or anomalies in the generalised ground conditions used for this report can occur, particularly between discreet test hole locations. Furthermore, certain design or construction procedures may have been assumed in assessing the soil-structure interaction behaviour of the site. Any change in design, in construction methods, or in ground conditions as noted during construction, from those assumed in this report should be referred to this firm for appropriate assessment and comment. FOUNDATION DEPTH Where referred to in the report, the recommended depth of any foundation (piles, caissons, footings, etc) is an engineering estimate of the depth to which they should be constructed. The estimate is influenced and perhaps limited by the fieldwork method and testing carried out in connection with the site investigation, and other pertinent information as has been made available. The depth remains, however, an estimate and is therefore liable to variations to the final depth depending on the ground conditions at each point of support. REPRODUCTION OF REPORTS Where it is desired to reproduce the information contained in this report for the inclusion in the contract documents or engineering specification of the subject development, such reproduction should include at least all of the relevant trial hole and test data, together with the appropriate standard description sheets and remarks made in the written report of a factual or descriptive nature. This report is the subject of copyright, and shall not be reproduced either totally or in part without the express permission of this firm.
Page 43
Appendix A
Page 44
EXCAVATION LOG GRASSTREE COURT.GPJ BGSC PLOG 00.GPJ 15/5/08 BOREHOLE LOG SHEET 32 Hi-Tech Drive BOW I LER Kunda ParkiQid 4556 | Borehole No. BHI GEOTECHNI CAL Telephone: 07 5450 1544 SHEET 1 of 1 Fax: 07 5450 1533 Client: Cardno (Qld) Pty Ltd Job No.: 3381 Project: Blue Care Aged Care Facility Surface RL: Unknown Location: Sunrise Beach Rig Type: Dormer Drillmite Power Hand AugerAngle: —90,0° Position: 56 J 509997 7078538 Contractor: Driller: SS/JC Date Started: 7/5/08 Date Completed: 7/5/08 Logged by: JC STRATA DRILLING & TESTING MATERIAL RL SAMPLE DCP DESCRIPTION ADDITIONAL (m) | 2 AND Blows per 100mm DATA B | oo TEST COMMENTS = 2/ sia DATA & S128 a 2| 2 egg e | |2| epee a fa 9 dul 010 0 30. SOL 0.00 1 SILTY SAND, poorly graded, brown, moist, | F loose ! b 1 1 5 1 1 b 1 1 & zi 5 | 09 1 3 SAND, poorly graded, very pale grey, moist, — 1.00 la -— loose to medium dense Ls 1 5 - 13; | a 4 | i Le 13) Ez 3 4 . — 3 ! = SP 4: & 7 he i 4) — 2.00 ra — 5 5 = 6 & 6 | = 2.60 6 5 SILTY SAND, poorly graded, pale grey/pale i ap - brown, moist, medium dense L [et | L A 5 ened 6 Borehole terminated at 3.0m s GIT L | —1— IL 8 r fot] ; 5 5 . }__4.00
Page 45
EXCAVATION LOG GRASSTREE COURT.GPJ BGSC PLOG 00.GPJ 15/5/08 BOREHOLE LOG SHEET 32 Hi-Tech Drive BOW I ER Kunda Park/Qld 4556 | Borehole No. BHI0 a aT Telephone: 07 5450 1544 SHEET 1 f 1 GEOTEC SHNICGAL Fax: 07 5450 1533 ° Client: Cardno (Qld) Pty Ltd Job No.: 3381 Project: Blue Care Aged Care Facility Surface RL: — Unknown Location: Sunrise Beach Rig Type: Dormer Drillmite Power Hand AugerAngle: —90.0° Position: 56 J 509941 7078538 Contractor: Driller: SS/JC Date Started: 7/5/08 Date Completed: 7/5/08 Logged by: JC STRATA DRILLING & TESTING MATERIAL RL SAMPLE | DCP DESCRIPTION ADDITIONAL (m) | » AND | __ Blows per 100mm. DATA 5 | oo TEST | COMMENTS 7 2/2] DATA E 2) 2 LEod | 2 age 1 a 5 | 6 -FFoq Lu 010 30 40) 0,0 sP 1 SAND, poorly graded sand, very pale grey, i o 7 moist, loose a pti 4 SILTY SAND, poorly graded, pale brown, 1 moist, loose 1 i 2 = SM pet 4 2 | a 2 2 09d 2] 2: SAND, poorly graded, very pale grey, moist, r— 1.00 3 , loose to medium dense 2 3 4 4 a 3 4 Ty SP. 4 4 2.00 ° 5 4, & & i 5 ex 3 15 SAND, poorly graded, pale brown/grey, — 3° moist, medium dense i sP 15 7 x 8 re 8 Borehole terminated at 3.0m. i 9 10 i 1M 10 13 \ ~ rt - 1 - 4,00 .
Page 46
EXCAVATION LOG GRASSTREE COURT.GPJ BGSC PLOG 00.GPJ 15/5/08 BOREHOLE LOG SHEET 32 Hi-Tech Drive B OW | IER Kunda Parkiaid 4556 ‘| Borehole No. BH2 CGEOTEC CUNI CAL Telephone: 07 5450 1544 SHEET 1 of 1 Fax: 07 5450 1533 Client: Cardno (Qld) Pty Ltd Job No.: 3381 Project: Blue Care Aged Care Facility Surface RL: = Unknown Location: Sunrise Beach Rig Type: Dormer Drillmite Power Hand AugerAngle: —90.0° Position: 56 J 509871 7078587 Contractor: Driller: = SS/JC Date Started: 7/5/08 Date Completed: 7/5/08 Logged by: JC STRATA DRILLING & TESTING MATERIAL RL SAMPLE DCP DESCRIPTION ADDITIONAL (m) | » AND Blows per 100mm DATA B | TEST COMMENTS ~ £/ 2] 2 DATA & z a £8. a 2 & 3) 5 384 Li 0192030 40) 0.00 0 SILTY SAND, poorly graded, brown, moist, bu F loose il la 3 at - 1 0. a ee = 1 SILTY SAND, poorly graded, grey, moist, — m4 — loose 1 1 lt iE 1h a — * 1 SAND, poorly graded, very pale grey, moist, te a - loose 1 1 1 ctf L Lil — SP fo — 1 1 1 x 1 . 1 SAND, poorly graded, pale brown/pale grey, a i I moist, loose L. : L 1 1 = SP = 1 i bs —— s 12 12 2 — 3 3 Borehole terminated at 3.0m s 5 5 4 15 & et L + - i 4 6 8 4.00
Page 47
32 Hi-Tech Drive BOREHOLE LOG SHEET BOW I ER Kunda Parwid 4556 ‘| Borehole No. BH3 Telephone: 07 5450 1544 SHEET of 1 GEOTECHNICAL Fax: 07 5450 1533 Cardno (Qld) Pty Ltd Job No.: 3381 Blue Care Aged Care Facility Surface RL: = Unknown Rig Type: Dormer Drillmite Power Hand AugerAngle: —90.0° 56 J 509828 7078601 Contractor: Driller: SS/IC Date Started: 7/5/08 Date Completed: 7/5/08 Logged by: JC DRILLING & TESTING MATERIAL SAMPLE DCP DESCRIPTION ADDITIONAL 2» AND Blows per 100mm DATA BI] oo TEST COMMENTS ~ =| Sle DATA g | 2] 2 3 2 | 2 see S a| &BSss4 a 3D | 6 Fog 5 ji 1 j 1 | SILTY SAND, poorly graded, brown, moist, a4 - very loose ay r 1 1 o| 4 | SILTY SAND, poorly graded, pale “| cw - brown/pale grey, moist, very loose to loose oan i — 5 ul Ley 1 SAND, poorly graded, very pale grey, moist, 5 - — loose ot medium dense ; L 2 2 be 2 3 3 3 5 4 4 4 4t lp] | | bow 4 SAND, poorly graded, pale brown, moist, fF medium dense 4 5| |} 4 4 6 PF} J | LEU 6 SAND, poorly graded, very plae grey, moist, 8 medium dense, Borehole terminated at 3.0m 5 L 9 10 10 [ 11 EXCAVATION LOG GRASSTREE COURT.GPJ BGSC PLOG 00.GPJ 15/5/08
Page 48
EXCAVATION LOG _GRASSTREE COURT.GPJ BGSC PLOG 00.GPJ 15/5/08 BOREHOLE LOG SHEET 32 Hi-Tech Drive BOW L ER Kunda Parwaid 4556 —‘| Borehole No. BH4 CGEOTECHNI CAL Telephone: 07 5450 1544 SHEET 1 of 1 Fax: 07 5450 1533 Client: Cardno (Qld) Pty Ltd Job No.: 3381 Project: Blue Care Aged Care Facility Surface RL: Unknown Location: Sunrise Beach Rig Type: Dormer Drillmite Power Hand AugerAngle: —90.0° Position: 56 J 509839 7078656 Contractor: Driller: SS/JC Date Started: 7/5/08 Date Completed: 7/5/08 Logged by: JC STRATA DRILLING & TESTING MATERIAL RL SAMPLE DCP DESCRIPTION ADDITIONAL (m) | oo AND Blows per 100mm DATA Bl wo TEST COMMENTS > 2] sis DATA & $ | 21 8oe 4 2) 2 heey S 2| 8 B34 a D| ois 8q i 010 20 30 40) 6.00 0 SILTY SAND, poorly graded, brown, moist, = Fue - loose to medium dense 4 bs : - et & - 4 1 f 2 | ao bas a 0.60 3 a . 4 3 SAND, poorly graded, very pale grey, moist, Zz - medium dense 4 3 a - 4 2 4 3 r— 1.00 — = SP 2 3 = 3 s 4 i— LS 1.4 Sf 4 SAND, poorly graded, brown/grey, moist, ig a - medium dense a r se | : i 7 i | | 7 2200 - _ 9 SAND, poorly graded, very pale grey, moist, ie - medium dense to dense 4 sP 1 23 Ht A | eee ee 4 24 oy SAND, poorly graded, very pale grey, wet, Water Observed it SP - dense 4 p50 _ Borehole terminated at 2.5m due to ES —— § tip refusal 4 -— 3.00 = — = 4,00
Page 49
EXCAVATION LOG GRASSTREE COURT.GPJ BGSC PLOG 00.GPJ 15/5/08 BOREHOLE LOG SHEET 32 Hi-Tech Drive BOW I i ER Kunda Parkiaid 4556 | Borehole No. BHS Telephone: 07 5450 1544 SHEET 1 of I GEOTECHINICAL Fax: 07 5450 1533 Client: Cardno (Qld) Pty Ltd Job No.: 3381 Project: Blue Care Aged Care Facility Surface RL: = Unknown Location: Sunrise Beach Rig Type: Dormer Drillmite Power Hand AugerAngle: —90.0° Position: 56 J 509902 7078659 Contractor: Driller: SS/JC Date Started: 7/5/08 Date Completed: 7/5/08 Logged by: JC STRATA DRILLING & TESTING MATERIAL RL SAMPLE DCP DESCRIPTION ADDITIONAL (m) | » AND Blows per 100mm DATA 5 TEST COMMENTS > =| 2 8 DATA € & i 6 a = 2 kaog z 5 | 8 BsEq a 3 | § e584 of Lu O10 20 40} 0.00) SAND, poorly graded, grey, moist, very = [- loose to medium dense Ss ep Es = 09d at Pl Pl TT = SY SAND, poorly graded, dark grey/dark — 1.00 k— brown, moist, medium dense L. 7 lL. Ls 160 er ie a eee eee et ee sae, ae sae ee er eee se SAND, poorly graded, dark brown, moist, & fF medium dense - SP a P L a— 2: Pp — — — SAND, poorly graded, grey/brown, moist, = medium dense — sP — — 3. Borehole terminated at 3.0m . my To j1l \ is r L & be bis -—+— L 4.00
Page 50
EXCAVATION LOG _GRASSTREE COURT.GPJ BGSC PLOG 00.GPJ 15/5/08 BOREHOLE LOG SHEET 32 Hi-Tech Drive BOW I IER Kunda ParkQid 4556 | Borehole No. BH6 CEOTECHNICAL Telephone: 07 5450 1544 SHEET 1 of 1 Fax: 07 5450 1533 Client: Cardno (Qld) Pty Ltd Job No.: 3381 Project: Blue Care Aged Care Facility Surface RL: = Unknown Location: Sunrise Beach Rig Type: Dormer Drillmite Power Hand AugerAngle: —90.0° Position: 56 J 509959 7078637 Contractor: Driller: SS/JC Date Started: 7/5/08 Date Completed: 7/5/08 Logged by: JC STRATA DRILLING & TESTING MATERIAL RL SAMPLE ; DCP DESCRIPTION ADDITIONAL (m) | » AND Blows per 100mm DATA Els TEST COMMENTS = =| 214 DATA & S12 Lo é 5 | 2 Bae 8 3) & eeeq Lu 0102030) 40) 0.00 1 SAND, poorly graded, grey, moist, loose L 11] 4 2 a SP —|_ L 2| 3 | 0.60 om 21 SILTY SAND, poorly graded, brown, moist, i 3 | - loose to medium dense i a 9 8 r— 1.00 4 = 11 13 1.30 9| 8 | SAND, poorly graded, grey, moist, medium - sP —— + dense ae 8 eke ph aminteveenin anti maser 7 SAND, poorly graded, very pale grey, moist, — + medium dense 6 6 7 7 r— 2.00 SP — 6 6 = 5 & 6 Po 2.5 6 Fe eee se a: seme sin pe ee ee neo 5 SAND, poorly graded, grey/pale brown, — 6 + moist, medium dense i sP Ti I 6: 7 — 3 7 : Borehole terminated at 3.0m _ p—it__| 5 _ 7. L 7 7 7 6 6 7 — 7 & 4,00
Page 51
EXCAVATION LOG GRASSTREE COURT.GPJ BGSC PLOG 00.GPJ 15/5/08
BOREHOLE LOG SHEET
32 Hi-Tech Drive
BOW I i ER Kunda Parkaid 4556 ~—‘ | Borehole No. BH7
CEOTECHNIC AL Telephone: 07 5450 1544 SHEET il of 1
Fax: 07 5450 1533
Client: Cardno (Qld) Pty Ltd Job No.: 3381
Project: Blue Care Aged Care Facility Surface RL: = Unknown
Location: Sunrise Beach Rig Type: Dormer Drillmite Power Hand AugerAngle: —90.0°
Position: 56 J 509939 7078590 Contractor: Driller: SS/JC
Date Started: 7/5/08 Date Completed: 7/5/08 Logged by: JC
STRATA DRILLING & TESTING MATERIAL
RL SAMPLE DCP DESCRIPTION ADDITIONAL
(m) | » AND Blows per 100mm DATA
5 TEST COMMENTS
7 a] 2] 4 DATA
E 2 a 5
~ 2 bLacd
& 9 | bae4
$8s
° BLOF Li 0_10__20__30 40)
0.00 1 SILTY SAND, poorly graded, dark brown,
tL F moist, loose
1 =
1
p sm | pj J LL
2
1
| 06 —
1 SAND, poorly graded, grey, moist, loose
2
& sp L
2 s
2
— 1! —4
3 S. ), poorly graded, very pale grey,
i 2 [- loose to medium dense
S 5 L
i
3] |
-— SP =
2
3 s
i 3 5
4 5
2 ee ees
i * 4 SAND, poorly graded, grey, moist, medium
— fF dense
5
4 i
6 5
5
Po SP Ls
6
be L
7
7
7 -
8
— 3 7 SSS Se Borehole terminated at 3.0m
| 7 5
9
10
aT
ll t
nt
r= F
4.00
Page 52
BOREHOLE LOG SHEET EXCAVATION LOG GRASSTREE COURT.GPJ BGSC PLOG 00.GPJ_ 15/5/08 32 Hi-Tech Drive BOW I j ER Kunda Park/Qid 4556 | Borehole No. BH8 GEOTECHNI e ALL Telephone: 07 5450 1544 SHEET 1 of 1 Fax: 07 5450 1533 Client: Cardno (Qld) Pty Ltd Job No.: 3381 Project: Blue Care Aged Care Facility Surface RL: — Unknown Location: Sunrise Beach Rig Type: Dormer Drillmite Power Hand AugerAngle: —90.0° Position: 56 J 509998 7078639 Contractor: Driller: = SS/JC Date Started: 7/5/08 Date Completed: 7/5/08 Logged by: JC STRATA DRILLING & TESTING MATERIAL RL SAMPLE DCP DESCRIPTION ADDITIONAL (m) | pp AND Blows per 100mm DATA 5 | oo TEST COMMENTS _ e/ 21, DATA & z 38. 7a kas” & 5 | & b3ed 2 2|6 ee 1020 30 40 0.00 SILTY SAND, poorly graded, brown, moist, i loose 1. 0.6 SAND, poorly graded, grey, moist, loose 5 SP I - 1 | SAND, poorly graded, very pale grey, moi: 7 — - — loose to medium dense Las ; I — SP bs 3 L = 3 S 4 4 2 3 _— ee ee -Y “ 4 | SAND, poorly graded, grey/very pale grey, - F moist, medium dense sll 4 4 4 = SP u | 5 “it L 5 5 5 — 3 4 Borehole terminated at 3.0m s ; 5 als 5 Ss 5 + 4 sh 5 4,00
Page 53
BOWLER Z OVECHINICAL BOREHOLE LOG SHEET 32 Hi-Tech Drive Kunda Parwald 4556 | Borehole No. BH9 Telephone: 07 5450 1544 SHEET i of 1 Fax: 07 5450 1533 0.6 2.5 N we nv Nv nv we we w we > we we w S > + 6 w a ~ _ oo 4,00 ols . 10 10 10 LLL EEEE Client: Cardno (Qld) Pty Ltd Job No,: 3381 Project: Blue Care Aged Care Facility Surface RL: = Unknown Location: Rig Type: Dormer Drillmite Power Hand AugerAngle: —_90.0° Position: 56 J 509931 7078762 Contractor: Driller: SS/JC Date Started: Date Completed: 7/5/08 Logged by: JC STRATA DRILLING & TESTING MATERIAL SAMPLE DCP DESCRIPTION ADDITIONAL 2 AND Blows per 100mm DATA 3B] a TEST COMMENTS a 3| 4 DATA E 2 3 s = e a|= S 1° 010 30.49) 0.00 SILTY SAND, poorly graded, brown, moist, loose SAND, poorly graded, grey, moist, loose SAND, poorly graded, very plae grey, moist, [- loose to medium dense SAND, poorly graded, grey, moist, medium | dense - medium dense Borehole terminated at 3.0m. EXCAVATION LOG GRASSTREE COURT.GPJ BGSC PLOG 00.GPJ 15/5/08
Page 54
Appendix B
Page 55
BO W LER Spe Telephone: Facsimile: 32 Hi-Tech Drive (07) 5450 1544 (07) 3450 1533 GEOTECHNICAL —KindaFar'Gid asso (SC) Ply Lid Email: [email protected],au T/A Cardno Bowler Pty Ltd Website: www.bowlergeotechnical.com.au Geotechnical Engineering Consultants Soils Laboratory Services Also at: Tacorp. in Qld. ACN. 113 423.233 Gold Coast, Gesbung, Browns Plains, Gladstone, Rockhampton, Mackay, Townsville, Caims, ABN -13 113-423 233 Office in Vietnam and Representative Office in Papua New Guinea. Client: Cardno (Qld) Pty Ltd Report Number: 63155CBR Client's Address: PO Box 152, Maroochydore Job Number: 3381 Project: Blue Care Aged Care Facility Report Date: 12/05/2008 Location: Grasstree Court, Sunrise Beach Test Method: AS1289.6.1.1 Lab Number: 63155 Lot Number: - - Number: : = Date |: 2/05/2008 2/05/2008 Date Tested: 10/05/2008 10/05/2008 Location CBR #1 CBR #2 56 J 56J 509901 509926 7078722 7078626 Material Source: On-Site On-Site For Use As: - = Maximum 1.57 1.61 imum Moisture Content 17.0 16.5 Field Moisture Content (%): 7.2 47 Oversize on 19mm Sieve (%): 9 0 Oversize Included / Excluded: Excluded Excluded Effort: Standard Standard Ratio 100 100 Moisture Content 17.0 16.5 Before ‘tim?): 1.559 1.591 Ratio Before Soaki 99.3 98.8 Moisture Cont. Before 16.9 16.4 Achieved of OMC (%): 99.4 99.4 Test Condition / Period: Soaked /4 Soaked / 4 Mass 7 45 45 ‘Swell (%): -0.02 0.04 After 1.573 41.586 MC of After Soak (%): 19.4 18.6 Density Ratio After E 100.2 98.5 Mc. 30mm) After Te 19.1 17.5 MC After Ti 19.4 18.6 CBR at 2.5mm Penetration (%): 12 14 CBR at 5.0mm Penetration (%): 17 16 Minimum - - CBR Value (%): 17 16 Description: SP, Sand SP, Sand Pale Pale G This document is issued in accordance with NATA's NATA Accreditation No: 3747 Sr Form Number: accreditalion requirements. NATA REP CBR-1 WJ Z SIGNATORY: Dale Norwood
Page 56
BOWLER Address: Telephone: aon GEOTECHNICAL Riles Boone a (07) 5450 1544 (07) 5450 1533 ‘T/A Cardno Bowler Pty Ltd soryes Webaties np ergootechnieal.com.et Soils Laboratory Services Also at: ERAS Sia StiSc in ts tad Reprtateee Oke Bape Ne Gate es Particle Size Distribution Report Client: Cardno (Qid) Pty Ltd Report Number: 63209PSD Client's Address: PO Box 152, Maroochydore Job Number: 3831 Project: Blue Care Aged Care Facility Report Date: 9/05/2008 Location: Grasstree Court, Sunrise Beach Order Number: : Lab No: 63209 Sample Location Date Sampled: 07/05/2008 Borehole 1 - 0.0-1.0m Date Tested: 08/05/2008 Sampled By: Jc/iss Sample Method: Drillmite Material Source: - For Use As: : Lot Number: - Remarks Spec Number: - Test Method: Q103 Specification Percent Specification AS Sieve Sizes Minimum Passing Maximum 75.00mm 53.00mm 37.50mm 26.50mm 19.00mm 13.20mm 9.50mm 6.70mm 4.75mm 2.36mm 100 1.18mm 100 0.600mm 97 0.425mm 95 0.300mm 70 0.150mm 5 0.075mm 2 This document is issued in accordance with ran NATA‘s accreditation requirements. Form Number: NATA Accreditation No: 3747 VY REP PSD-1 SIGNATORY: Dale Norwood
Page 57
BOWLER SoiieIeen De (onyeso i544 Gy $450 1533 GEOTECHNICAL —_ Ranta a Gi ass . <SC) Pty Lid Email: [email protected] Cee ae Com Sanat Website: www.bowlergeotechnical.com.au Soils Laboratory Services Also at: mgenanueae == Site abs Seat Ries inom ea rover Caw Particle Size Distribution Report Client: Cardno (Qld) Pty Ltd Report Number: 63210PSD Client's Address: PO Box 152, Maroochydore Job Number: 3831 Project: Blue Care Aged Care Facility Report Date: 9/05/2008 Location: Grasstree Court, Sunrise Beach Order Number: : Lab No: 63210 Sample Location Date Sampled: 07/05/2008 Borehole 3 - 1.0-2.0m Date Tested: 08/05/2008 Sampled By: Jc/ss Sample Method: Drillmite Material Source: - For Use As: - Lot Number: - Remarks Spec Number: : Test Method: Q103 Specification Percent Specification AS Sieve Sizes Minimum Passing Maximum 75.00mm 53.00mm 37.50mm 26.50mm 19.00mm 13.20mm 9.50mm 6.70mm 4.75mm 2.36mm 100 1.18mm 100 0.600mm 99 0.425mm 98 0.300mm 73 0.150mm 4 0.075mm 3 This document is issued in accordance with mn NATA's accreditation requirements, Form Number: NATA Accreditation No: 3747 . Y REP PSD-1 SIGNATORY: Dale Norwood
Page 58
BOWLER Set De Cn i544 (or $030 1533 ee GEOTECHNICAL —inla art G1 as . SC) Pty Ltd Email: [email protected] TA Cardo | Bowler Ply Ld scans Website: www.bowlergeotechnical.com.au Soils Laboratory Services Also at: aRARHABEP DS Sa Sent Ris yee Mey, Torsile, sis, Particle Size Distribution Report Client: Cardno (QId) Pty Ltd Report Number: 63211PSD Client's Address: PO Box 152, Maroochydore Job Number: 3831 Project: Blue Care Aged Care Facility Report Date: 9/05/2008 Location: Grasstree Court, Sunrise Beach Order Number: - Lab No: 63211 Sample Location Date Sampled: 07/05/2008 Borehole 7 - 1.0-2.0m Date Tested: 08/05/2008 Sampled By: JC/SS Sample Method: Drillmite Material Source: - For Use As: - Lot Number: - Remarks Spec Number: : Test Method: Q103 Specification Percent Specification AS Sieve Sizes Minimum Passing Maximum 75.00mm 53.00mm 37.50mm 26.50mm 19.00mm 13.20mm 9.50mm 6.70mm 4.75mm 2.36mm 100 1.18mm 100 0.600mm 99 0.425mm 98 0.300mm 76 0.150mm 0.075mm 3 This document is issued in accordance with IN. NATA's accreditation requirements Form Number: NATA Accreditation No: 3747, wa REP PSD-1 SIGNATORY: Dale Norwood
Page 59
BOWLER Address: Telephone: 32 Hi-Tech Drive (07) 5450 1544 Facsimile: (07) 5450 1533 GEOTECHNICAL —KiniaPurk Git asso (Sc) Pty Ltd Email: [email protected] ‘TVA Cardno Bowler Pty Ltd Website: www.bowlergeotechnical.com.au Geotechnical Engineering Consultants Soils Laboratory Services Also at: Incorp, in Qld, ACN, 113.423 233 Gold Coast, Geebung, Browns Plains, Gladstone, Rockhampton, Mackay, Townsvile, Caims, ABN. ~ 13 113 423 233 Mt Isa. Office in Vietnam and Representative Office in Papua New Guinea. Particle Size Distribution Report Client: Cardno (Qld) Pty Ltd Report Number: 63212PSD Client's Address: PO Box 152, Maroochydore Job Number: 3831 Project: Blue Care Aged Care Facility Report Date: 9/05/2008 Location: Grasstree Court, Sunrise Beach Order Number: - Lab No: 63212 Sample Location Date Sampled: 07/05/2008 Borehole 10 - 2.0-3.0m Date Tested: 08/05/2008 Sampled By: JC/SS Sample Method: Drillmite Material Source: : For Use As: - Lot Number: - Remarks Spec Number: - Test Method: Q103 Specification Percent Specification AS Sieve Sizes Minimum Passing Maximum 75.00mm 53.00mm 37.50mm 26.50mm 19.00mm 13.20mm 9.50mm 6.70mm 4.75mm 2.36mm 100 1.18mm 100 0.600mm 100 0.425mm 96 0.300mm 69 0.150mm 3 0.075mm This document is issued in accordance with IN NATA’s accreditation requirements. Form Number: NATA Accreditation No: 3747 ora : REP PSD-1 SIGNATORY: Dale Norwood
Page 60
BOWLER GEOTECHNICAL ‘IVA Cardno Bowler Pty Ltd. Geotechnical Engincering Consultants Soils Laboratory Services Tncorp. in Qld. A.C.N. 113 423 233 ABN. - 13 113 423 233 Address: 32 Hi-Tech Drive Kunda Park Qld 4556 Email: [email protected] Telephone: (07) 5450 1544 Website: www.bowlergeotechnical.com.au Also at: Facsimile: (07) 5450 1533 Gold Coast, Geebung, Browns Plains, Gladstone, Rockhampton, Mackay, Townsville, Cairns, Mt Isa. Office in Vietnam and Representative Office in Papua New Guinea. article Size Distribution-Hyd Sg Client: Cardno (Qld) Pty Ltd Report Number: 63213Hyd Project: Blue Care Aged Care Facility Job Number: 3381 Location: Grasstree Court, Sunrise Beach Report Date: 13/05/2008 Sample Number: 63213 Test Methods: AS1289.3.6.3 Sample Identification: BH5 0.0-1.0m AS1289.3.6.2 Date Sampled: 7105/2008 Pre-treatment Loss: n/a Dispersion Method: mechanical Hydrometer Type: grams/Litre Particle Size (mm) Cummulative Particle Size (mm) Cummulative Particle Size (mm) Cummulative Percent Passing Percent Passing Percent Passing 100 100 1.180 100 0.0134 1 7 100 0.600 100 0.0095 1 53 100 0.425 98 0.0068 1 37.5 100 0.300 68 0.0048 1 26.5 100 0.150 4 0.0034 0 19.0 100 0.075 3 0.0024 0 13.2 100 0.062 3 0.0014 0 9.5 100 0.047 2 6.7 100 0.034 2 4.75 100 0.024 2 2.36 100 0.018 1 0.075 | = = wee 0.002 0.06 CLAY FRACTION SILT FRACTION PARTICLE SIZE DISTRIBUTION - HYDROMETER AUSTRALIAN STANDARD SIEVE APERTURES 042s 2m ATS . ome oe as — = ‘5 ‘SAND FRACTION Particie Size (mm) 2 GRAVEL FRACTION 60 % Finer than 0.02mm:’ % Finer than 0.005mm: This document is issued in accordance wilh NATA's accreditation requirements. NATA Accredilation No: 3747 SIGNATORY: 42——> Sr Matt Courtney Form Number REP HYD-1
Page 61
B OWLER Solr Dl Telephone: Facsimile:
3 Hi-Tech Drive (07) $480 1544 (07) $450 1533
GEOTECHNICAL —‘Kanda rat Oid asso
(SC) Pty Ltd
Email; [email protected]
T/A Cardno Bowler Pty Ltd Website: www.bowlergeotechnical.com.au
Geotechnical Engineering Consultants
Soils Laboratory Services Also at:
Incorp, in Qld. A.C.N. 113 423 233 Gold Coast, Geebung, Browns Plains, Gladstone, Rockhampton, Mackay, Townsville, Caims,
ABN, - 13 113 423 233 Mt Isa. Office in Vietam and Representative Office in Papua New Guinea.
ercent Dispersion
Client: Cardno (Qld) Pty Ltd Report Number: 63213PD
Project: Blue Care Aged Care Facility Job Number: 3381
Location: Grasstree Court, Sunrise Beach Report Date: 13/05/2008
Sample Number: 63213 Test Method: AS1289.3.8.2
Sample Identification: BH5 0.0-1.0m
Date Sampled: 7105/2008 Pre-treatment Loss: n/a
Dispersion Method: mechanical
Hydrometer Type: grams/Litre
Particle Size (mm) Cummulative Particle Size (mm) Cummulative Particle Size (mm) Cummulative
Percent Passing Percent Passing Percent Passing
100 100 1.180 100
75 100 0.600 100
53 100 0.425 98
37.5 100 0.300 68
26.5 100 0.150 4
19 100 0.075 3
13.2 100
9.5 100
6.7 100
4.75 100
2.36 100
PARTICLE SIZE DISTRIBUTION - HYDROMETER
Percent Passing / Finer Than
0,002 0.06 2 60
Particle Size (mmm)
Form Number
mm % Finer than 0.02mm: 0
0 REP PD-1
% Finer than 0.005mm:
NATA Percent Dispersion: n/a
This document is issued in accordance with
NATA's accreditation requirements.
NATA Accreditation No: 3747
<———
SIGNATORY: Matt Courtney
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