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Page 2
GEOTECHNICAL INVESTIGATION
Our Backyard
468 McKinnon Drive
Cooroibah
Report For Sunshine Butterflies
C/- Tod Consulting Pty Ltd
Report No. 16081-001-Rev0
4 May 2016
Tectonic Geotechnical Pty Ltd
PO Box 899 Buderim Qld 4556
Mobile: 0437 755 750 / 0437 756 711
www.tectonicgeo.com.au
A.B.N. 83 165 727 828
Page 3
OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
Document Review
Document No. Revision Prepared By Reviewed By Date Issued
001 0 Ashley Davey Darryn Quinn 4 May 2016
Report Distribution
Revision Method of Delivery Issued To
Mr Greg Jackson
0 Electronic Tod Consulting
([email protected])
Prepared By: Reviewed By:
Ashley Davey RPEQ 8159 Darryn Quinn RPEQ 7602
Principal Geotechnical Engineer Principal Geotechnical Engineer
4 May 2016
Report No. 16081-001-Rev0 i
Page 4
OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
Table of Contents
1.0 INTRODUCTION .................................................................................................................................................1
2.0 PROPOSED DEVELOPMENT .............................................................................................................................1
3.0 METHOD OF INVESTIGATION............................................................................................................................1
3.1 Fieldwork ................................................................................................................................................1
3.2 Laboratory Testing ..................................................................................................................................2
4.0 THE SITE ............................................................................................................................................................2
5.0 SUBSURFACE INVESTIGATION FINDINGS .......................................................................................................5
5.1 Regional Geology....................................................................................................................................5
5.2 Subsurface Conditions ............................................................................................................................5
5.3 Laboratory Test Results ..........................................................................................................................5
6.0 ENGINEERING ASSESSMENT ...........................................................................................................................6
6.1 Earthworks..............................................................................................................................................6
6.1.1 Site Preparation and Trafficability .......................................................................................................6
6.1.2 Excavations.......................................................................................................................................6
6.1.3 Filling ................................................................................................................................................6
6.2 Building Foundations...............................................................................................................................7
6.2.1 Indicative Site Classification ...............................................................................................................7
6.2.2 Footing Design ..................................................................................................................................7
6.3 Retaining Structures................................................................................................................................8
6.4 Pavement Design....................................................................................................................................8
6.5 Permanent Drainage ...............................................................................................................................8
7.0 ON-SITE EFFLUENT DISPOSAL.........................................................................................................................9
7.1 Wastewater Flow Design Allowance ........................................................................................................9
7.2 Terrain-Soil Assessment..........................................................................................................................9
7.3 Recommendations ..................................................................................................................................9
7.3.1 Treatment & Land Application ............................................................................................................9
7.3.2 System Positioning ..........................................................................................................................10
7.3.3 System Construction........................................................................................................................11
7.3.4 Maintenance and Inspection.............................................................................................................11
8.0 LIMITATIONS....................................................................................................................................................11
4 May 2016
Report No. 16081-001-Rev0 ii
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OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
TABLES
Table 1: Summary of Laboratory Results.......................................................................................................................5
Table 2: Retaining Structure Design Parameters............................................................................................................8
Table 3: Horizontal and Vertical Setback Distances for Irrigation Areas ........................................................................10
TEXT FIGURES
Text Figure 1: Proposed layout plan of site (and borehole locations) ..............................................................................1
Text Figure 2: 2015 aerial photograph of site (courtesy Qld Globe).................................................................................2
Text Figure 3: Shed area to north of house, viewed looking south-east...........................................................................3
Text Figure 4: Proposed effluent disposal area (future orchard)......................................................................................3
Text Figure 5: Entry to site, borehole BH7 in middle ground ...........................................................................................4
Text Figure 6: Existing septic tank and absorption trench area .......................................................................................4
Text Figure 7: Minimum footing depths to minimize risk of undermining .........................................................................7
Text Figure 8: Proposed septic tank and absorption bed layout ....................................................................................10
Text Figure 9: Proposed absorption bed construction...................................................................................................11
APPENDICES
APPENDIX A
Borehole Reports and Explanatory Notes
APPENDIX B
Laboratory Test Certificates
APPENDIX C
Limitations
4 May 2016
Report No. 16081-001-Rev0 iii
Page 6
OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
1.0 INTRODUCTION
This report details the results of a geotechnical investigation undertaken for the Our Backyard project at
468 McKinnon Drive, Cooroibah. The investigation was performed by Tectonic at the request of Tod
Consulting. Sunshine Butterflies is the client for the project.
The geotechnical investigation comprised drilling of boreholes at eight locations followed by laboratory
testing of soil samples. This report summarises the results of the investigation and includes
recommendations regarding earthworks, retaining structures, footings, drainage, site classification,
pavement design and on-site effluent disposal.
2.0 PROPOSED DEVELOPMENT
A master plan for the project is shown in Text Figure 1 below. It is understood that new sheds are proposed
to the north and south of the existing house, together with new internal pavements for car parking and
driveways. The existing septic system is to be replaced. It is understood that some widening of McKinnon
Drive is required to enable vehicle turning.
BH2
BH1
BH3
BH7
BH4
BH5 BH6
BH8A/B
Text Figure 1: Proposed layout plan of site (and borehole locations)
3.0 METHOD OF INVESTIGATION
3.1 Fieldwork
Investigations comprised drilling of eight boreholes (designated BH1 to BH8) to depths of up to 1.2 m below
ground level (BGL) using hand auger equipment. Borehole BH8 comprised two shallow boreholes on the
northern and southern sides of McKinnon Drive, being boreholes BH8A and BH8B, respectively. Dynamic
cone penetrometer (DCP) testing was conducted adjacent to boreholes BH1 and BH5.
Disturbed and undisturbed (U50 tube) soil samples were taken from the boreholes for laboratory testing,
including bulk samples from the likely pavement subgrade materials for California Bearing Ratio (CBR)
testing.
All boreholes were backfilled with spoil to the surface upon completion. The fieldwork was undertaken by an
experienced geotechnical engineer from Tectonic on 14 April 2016. Reports of boreholes, along with
explanatory notes, are presented in Appendix A. Borehole locations are shown in Text Figure 1 above.
4 May 2016
Report No. 16081-001-Rev0 1
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OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
3.2 Laboratory Testing
Selected soil samples were dispatched to Geotech (SC) Pty Ltd, a NATA accredited geotechnical laboratory
located in Kawana, for geotechnical testing. Laboratory testing was undertaken in accordance with
Australian Standard AS1289 Method for Testing Soils for Engineering Purposes and comprised:
Shrink-Swell Index (1 No.) for soil reactivity to moisture content change.
CBR, single point, four day soaked (2 No.) for pavement subgrade assessment.
Laboratory test results are summarised in Section 5.3. The laboratory test certificates are attached in
Appendix B.
4.0 THE SITE
The site is described as Lot 2 on RP214534 and covers a total area of 2.02 ha. As shown in Text Figure 2
below, the property has frontage to McKinnon Drive along the southern boundary and is otherwise
surrounded by rural residential properties.
Text Figure 2: 2015 aerial photograph of site (courtesy Qld Globe)
At the time of investigation, the western part of the property was occupied by a single storey house with
surrounding sheds and gravel tracks/car parking areas. The remainder of the site was covered by paddocks
with short grass coverage and scattered mature trees. The proposed development area slopes gently to the
east/north-east at less than 5°, eventually draining into three small dams in the north-eastern corner.
A small concrete septic tank (1.7 m diameter at the surface), having an estimated 4,000 L capacity, is
located adjacent to the north-western corner of the existing house. The septic tank drains to an absorption
trench in an open grassed area to the east of the house. Based upon observations of seepage at the
surface, it appeared that the trench was failing at the time of our visit. Inspection of the septic tank revealed
that it was full. We understand that the tank had never been pumped out by the current owners, thus likely
causing overflow of sludge into the trenches, possibly leading to the observed failure.
Text Figures 3 to 6 on the following pages illustrate the site conditions at the time of our investigation.
4 May 2016
Report No. 16081-001-Rev0 2
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468 MCKINNON DRIVE, COOROIBAH
Text Figure 3: Shed area to north of house, viewed looking south-east
Text Figure 4: Proposed effluent disposal area (future orchard)
4 May 2016
Report No. 16081-001-Rev0 3
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OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
Text Figure 5: Entry to site, borehole BH7 in middle ground
Text Figure 6: Existing septic tank and absorption trench area
4 May 2016
Report No. 16081-001-Rev0 4
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OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
5.0 SUBSURFACE INVESTIGATION FINDINGS
5.1 Regional Geology
The 1:100,000 scale Gympie Special Geological Map (Sheet 9445 and Part 9545) indicates that the site is
underlain by deeply weathered sedimentary rocks of the Tiaro Coal Measures.
5.2 Subsurface Conditions
The subsurface conditions encountered in the boreholes were relatively consistent and comprised:
Mostly loose to medium dense natural silty/clayey sands to between 0.3 m and 0.7 m BGL; overlying
Stiff to very stiff silty or sandy clay of high plasticity to the depth of investigation.
Gravel and minor sand fill was intersected from the surface to depths of 0.05 m to 0.25 m BGL in boreholes
BH3, BH4, BH6 and BH7. Dense roadbase gravel was encountered to depths of 0.5 m and 0.2 m in
boreholes BH8A and BH8B, respectively. Possible cement treated base (CTB) was found at drilling refusal
depth of 0.2 m BGL in borehole BH8B.
Groundwater seepage was not encountered in any of the boreholes. It should be noted that groundwater
may develop, particularly as ‘perched’ seepage in the sands above the clay, following periods of heavy or
prolonged rainfall.
Detailed descriptions of the subsurface conditions encountered in the boreholes are provided in the borehole
logs in Appendix A, along with definition sheets which describe terms and abbreviations used on the logs.
5.3 Laboratory Test Results
The following Table 1 summarises the results of laboratory testing conducted on soil samples recovered from
the boreholes. Full test results (laboratory certificates) are presented in Appendix B.
Table 1: Summary of Laboratory Results
Shrink-Swell
BH No. Depth (m) CBR (%) Swell (%)
Index (%)
BH1 0.45-0.73 3.2 * *
BH6 0.3-0.55 * 3.0 3.2
BH7 0.25-0.5 * 25.0 -0.1
* denotes not tested
The laboratory test results indicate that the high plasticity silty clay samples from boreholes BH1 and BH6
have a relatively moderate to high potential reactivity to normal soil moisture changes.
CBR testing was conducted on samples of high plasticity silty clay (borehole BH6) and clayey silty sand
(BH7), with CBR values of 3.0% and 25.0% recorded, respectively. These values are in line with
expectations for such materials. It is noted that the CBR tests recorded variable swell values, being 3.2%
and -0.1%, which is expected to be due to the high clay and sand contents, respectively.
4 May 2016
Report No. 16081-001-Rev0 5
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OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
6.0 ENGINEERING ASSESSMENT
6.1 Earthworks
No earthworks design details are available at the time of reporting.
6.1.1 Site Preparation and Trafficability
Any vegetation, tree stumps and large roots must be ‘grubbed out’ and any organic rich topsoil/unsuitable
material must be stripped from the construction area. Topsoil/unsuitable materials must not be used in
structural fill, however may be placed across landscaping areas.
Subgrade materials exposed after site stripping and trimming to design levels are expected to comprise
silty/clayey sands and high plasticity clays. Such soils could be subjected to strength loss from repetitive
vehicle loading (particularly from rubber tyred plant) or if they become wet. Due to the potential for poor
trafficability during and after wet periods, placement of a minimum 150 mm thick granular working platform
may be required along access ways and laydown areas.
Construction areas and surrounds should be graded to shed surface water runoff. At the end of each
working day, subgrades should by ‘sealed off’ by compacting the surface with a smooth drum roller.
6.1.2 Excavations
Excavations in the natural soils should be achievable using conventional earthmoving equipment (e.g. small
to medium excavators) with toothed bucket attachments.
Temporary cuts in medium dense (or denser) sands and stiff (or stiffer) clays may be formed no steeper than
1V:1H, with permanent batter slopes in such materials formed at 1V:2H, or flatter if possible (1V:3H). Flatter
batters may be required if groundwater seepage is encountered, or if earthworks are undertaken during or
immediately following a period of heavy rainfall.
The above recommendations do not supersede any existing safety regulations or legislation applicable to
excavations (e.g. limits on personnel entry into trenches).
6.1.3 Filling
The existing soils are expected to be suitable for re-use as structural fill, subject to appropriate moisture
adjustment and removal of organic and deleterious materials. However, considering the high plasticity and
low CBR of the natural clays, such materials should be excluded from structural fill areas.
Should importation of fill be required, it is recommended that such fill comply with the following:
Minimum CBR of 10%
Maximum plasticity index of 15%
Maximum particle size of 100 mm
All structural fill should be compacted at moisture contents within the range of ±2% of optimum moisture
content for Standard Compaction. Fill should be placed in 250 mm thick (loose thickness) layers and be
compacted by repeated rolling to achieve a dry density ratio of at least 95% of the maximum Dry Density
Ratio (DDR), based upon the Standard Compaction method. Compaction to 100% DDR will be required in
fill layers within 0.3 m depth of the design subgrade level.
Confirmatory compaction testing must be carried out at regular intervals. A minimum of two tests per vertical
lift is recommended where structural fill heights are to exceed 300 mm. Further details for control and testing
of fill are given in Australian Standard AS 3798-2007 Guidelines on Earthworks for Commercial and
Residential Developments.
4 May 2016
Report No. 16081-001-Rev0 6
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OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
6.2 Building Foundations
6.2.1 Indicative Site Classification
Site classification for footing design is determined in accordance with AS2870-2011 Residential Slabs and
Footings, and depend on the depth of cut / fill undertaken at a site, variations in the natural soil / rock depths
and reactivity of the in situ soil and any imported fill materials.
Based on the results of the investigation, the site classification for the existing natural soil profile in the
proposed building areas is Class H1. Characteristic ground surface movements (‘ys’) at this site are expected
to be around 40 mm. It should be noted that the predicted order of movement is based on the existing soil
profile (i.e. no cutting or filling), and moisture content changes within soils due to normal seasonal moisture
variations only.
Due to the highly reactive nature of the clay soils, it would be prudent to implement the following practices to
minimise changes in soil moisture:
Prevent drying of the clay soils during construction by minimizing exposure of cut batters and
excavation subgrades. This may be achieved by measures such as covering batters with HDPE
(‘black builders plastic’), staging earthworks to minimize soil exposure before covering with
structures, leaving subgrades ‘proud’ prior to final trimming, and placement of ‘blinding’ layers across
the excavation subgrade and footing bases (e.g. crushed rock).
Install and maintain temporary drainage to prevent saturation of the site during construction.
Seal the ground surface around the building perimeter (e.g. concrete or paved pathways).
Plant/maintain shrubs/trees at least a distance from the building equal to the mature height of the
shrub/tree.
Maintain stormwater drains to prevent overflow into soils and repair any damaged drains
immediately.
The use of flexible service connections would be necessary for this site. Potential ground surface
movements are in the high range and have the potential to affect the operation of services if flexible
connections are not installed.
6.2.2 Footing Design
Footings should be founded at least 0.1 m into stiff (or stiffer) natural clays, or loose to medium dense (or
denser) natural sands, and designed using an allowable bearing capacity of 100 kPa.
All footings should found such that they are not adversely affected by any adjacent excavations, batter slopes,
trenches, or retaining walls that are not designed to support building loads. To minimise the potential for any
adverse interaction effects, footings should found at least below a plane extending 1 m horizontally from the
base of trenches/batter slopes/excavations/retaining walls, then rising up at 1V:1H. This requirement is
illustrated in Text Figure 7 below.
Text Figure 7: Minimum footing depths to minimize risk of undermining
4 May 2016
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OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
Footing bases must be cleaned following mechanical excavation to expose undisturbed materials over the
full base area. It is recommended that footings be inspected by an experienced engineer prior to placement
of steel reinforcement to confirm allowable bearing pressures and cleanliness of excavations.
If any soil conditions encountered during construction are found to differ from those noted in the geotechnical
investigation, Tectonic should be notified immediately and an inspection carried out to determine if changes
to footing design are required.
6.3 Retaining Structures
Design for temporary or permanent retaining structures could be carried out using a triangular pressure
distribution applicable to the wall type and based on the parameters listed in Table 2. The values in Table 2
assume that the walls are fully drained and no allowance is included for hydrostatic pressures, construction
loading, up-slope footing loadings, the effects of sloping ground and backfill compaction stresses.
Table 2: Retaining Structure Design Parameters
Lateral earth pressure coefficients
Unit Friction
Retained material weight angle Ka Ko
(t/m 3) (Degrees) Kp
(Cantilever wall) (Non-yielding wall)
Natural Sand/Clay 1.8 30 0.3 0.5 3.0
Future Fill * * * * *
Note: * depends on fill material type and level of compaction.
6.4 Pavement Design
Laboratory testing indicates CBR values ranging from 3% to 25% for the natural high plasticity clays and silty
sands, respectively. Typically, the maximum CBR value adopted for silty sand materials in the subtropics is
10%. Considering the current lack of information regarding the extent of earthworks, it is our
recommendation that the design of pavements be based upon a CBR value of 3%. Up to a maximum CBR
value of 10% may be adopted following visual assessment and testing of exposed subgrades by an
experienced engineer following earthworks.
Pavement subgrades must be ‘proof rolled’ and visually assessed by an experienced engineer to ensure no
heaving or unacceptable subgrade deflection occurs prior to the placement of any ‘topping’ base course
layers. Should heaving or deflection occur, excavation of ‘soft spots’ may be required, followed by
reinstatement with compacted select granular fill.
The recommended design CBR value is applicable to properly drained subgrades only, and must be
confirmed by subgrade inspection and testing by an experienced engineer following earthworks. ‘Properly
drained subgrades’ require open graded drains, site grades that shed water and prevent ponding, and
subsurface drains adjacent to pavements.
6.5 Permanent Drainage
Adequate site drainage must be installed to ensure that surface water runoff is directed away from building
walls, pavements and footings. This could be achieved by installing swales around the site together with
grated channel drains along pathways and pavements. Surface water should be directed to a discharge
point well away from any effluent disposal areas and structures.
Subsurface drainage must be installed behind retaining walls in order to prevent the development of
hydrostatic pressure.
4 May 2016
Report No. 16081-001-Rev0 8
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OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
7.0 ON-SITE EFFLUENT DISPOSAL
An assessment of the type and configuration of wastewater system(s) that is most suited to this development
requires:
An estimate to be made regarding the probable wastewater flows;
Evaluation of the capacity of the soil for long-term uptake of effluent; and
Consideration of siting requirements for the land application (disposal) system.
7.1 Wastewater Flow Design Allowance
We are advised by the client that the ultimate site usage (peak) may comprise:
20 children
20 staff
20 work for the dole personnel
All of these people will be non-resident.
Based upon wastewater flow rates given in the Code of Practice for On-Site Wastewater Management (July
2014), we have estimated the proposed total wastewater flows as:
60 persons x 30 L/person/day = 1,800 L/day (9 equivalent persons at 200 L/day/EP)
It can be seen that the total site development of 9 EP will not trigger an Environmentally Relevant Activity
(ERA), being much less than 21 EP, and therefore does not require referral to the Department of
Environment and Heritage.
7.2 Terrain-Soil Assessment
The capacity of the soil profile together with the topography of the site is assessed so that the required area
for wastewater land application can be determined. Based upon the proposed development layout, and
proximity to sensitive receptors, the central southern part of the site (area of borehole BH3 and BH4) has
been chosen as the most suitable location for on-site effluent disposal.
The terrain across the site varies slightly, but is mostly Linear Planar across the proposed effluent disposal
area, in accordance with the slope configurations described in Figure C2 of AS1547:2012, which also
describes the relationship between the shape of the slope and surface drainage. Such slopes do not tend to
accelerate or spread run-off out.
Soil profiles encountered in boreholes BH3 and BH4 comprise loose to medium dense silty sand to depths of
0.35 m to 0.4 m BGL (Soil Category 2), then medium dense clayey sand to depths of 0.55 m to 0.7 m BGL
(Soil Category 4), overlying stiff sandy clay (Soil Category 6) to the depth of investigation. It has been
assessed that the overall soil profile across the proposed effluent disposal area comprises a highly
structured Clay Loam (Soil Category 4), in accordance with AS1547:2012.
7.3 Recommendations
7.3.1 Treatment & Land Application
It is proposed to direct all wastewater from the proposed development to an ‘All-Waste’ septic tank located
centrally on the eastern side of the proposed gardens (down slope from house). For an equivalent site
population of 9 persons, Table J1 of AS1547 recommends a 4,500 L septic tank.
AS1547:2012 recommends a Design Loading Rate (DLR) of 15 mm/day for Category 4 soil, with Primary
(septic) treatment. As shown in Text Figure 8 on the following page, it is proposed to dispose of effluent from
the new septic tank via a series of three parallel absorption beds (total 60 m in length), positioned in the
proposed orchard area. Each bed shall be 2 m wide, 20 m long, with minimum 2 m side wall to side wall
spacing. Total bed length has been calculated as follows:
L = Q (w x DLR) L = 1,800 / (2 x 15) = 60 m
4 May 2016
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OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
It can be seen in Figure 8 that there is sufficient room to position the wastewater land application area in
accordance with the siting requirements of Noosa Council, including being located on land not subjected to
flooding (at least immunity to 1 in 100 year event), 2 m and 4 m setbacks from side and lower boundaries, and
a 50 m setback from the existing dam.
Dam
Suggested septic
tank location
3 x 20 m long
absorption beds
Text Figure 8: Proposed septic tank and absorption bed layout
7.3.2 System Positioning
Siting of the land application systems should generally be in accordance with the horizontal and vertical
setback distances recommended in Table R1 of AS1547:2012, as summarised in Table 3.
Table 3: Horizontal and Vertical Setback Distances for Irrigation Areas
Site Feature Range Primary Effluent Secondary Effluent
Horizontal Setback Distance
Property boundaries 1.5 m to 50 m 2 m to 4 m 2 m to 4 m
Buildings/houses 2 m to >6 m 10 m 10 m
Surface Water 15 m to 100 m 50 m 15 m to 30 m
Bore, well 15 m to 50 m 50 m 30 m
Recreation areas (children’s play
3 m to 15 m 15 m 6m
areas, swimming pools, etc.)
In-ground water tank 4 m to 15 m 15 m 10 m
Vertical Setback Distance
Groundwater or hardpan 0.6m to >1.5m 1.2 m 0.6 m
4 May 2016
Report No. 16081-001-Rev0 10
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OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
An unsaturated soil depth of at least 1.2 m (i.e. depth to rock or wet soil) is recommended for Primary
effluent, with this depth of soil available in the proposed area. All other setbacks are achievable, including
the required 50 m setback from the existing dam. There is also sufficient room for a 100% reserve area to
cater for full future replacement of the beds, if required.
7.3.3 System Construction
Construction of the wastewater land application system must be carried out in accordance with AS1547:2012
and Noosa Council requirements. The proposed bed construction is illustrated in Text Figure 9.
450 mm
500 mm 1000 mm 500 mm
Text Figure 9: Proposed absorption bed construction
In order to prevent any adverse impacts on the water quality from effluent disposal, the following shall be
implemented:
Install surface diversion drainage on the up slope side of the land application area in order to divert
surface water and shallow subsurface seepage flows away. Such drainage should penetrate to a
minimum depth of 0.3 m BGL.
Maintain orchard trees (as proposed) and/or maintain grasses, reeds and/or small shrubs in the
spaces between the absorption beds. Preference should be given to native plant species endemic
to the local area, which are suitable for mostly wet soils and are tolerant of nutrient loads (e.g. native
riparian vegetation).
Erect signage at the boundaries of the area in at least two places in accordance with Council
requirements to warn people regarding the presence of wastewater pipes.
Detailed design of the effluent disposal system must be carried out by a Registered Evaluator once the
building design is finalised.
7.3.4 Maintenance and Inspection
To comply with Noosa Council requirements, the following management and inspection shall be
implemented once the effluent disposal system is established:
Continuous monitoring by the property owner for any signs of system failure such as septic odour,
seepage, soil and/or plant discolouration.
Should any signs of system failure be observed by the property owner, a licensed plumber shall be
contacted immediately to arrange for the necessary repairs.
Quarterly inspection and pump-out (if necessary) of the septic tank. Depending on usage, septic
tank pump-out is generally required every three to five years.
8.0 LIMITATIONS
Your attention is drawn to the document “Limitations”, which is included in Appendix C of this report. 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
services provided by Tectonic for this project.
4 May 2016
Report No. 16081-001-Rev0 11
Page 17
OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
APPENDIX A
Borehole Reports and Explanatory Notes
4 May 2016
Report No. 16081-001-Rev0
Page 18
Borehole No.
BH01
Page 1 of 2
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification DCP TEST
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description (AS 1289.6.3.2-1997)
Penetrometer
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Blows per 100 mm
Symbol
Method
secondary and minor components, colour
Water
Remarks RL Depth (kPa)
(m) (m) 0 5 10 15 20 25
100
200
300
400
500
SM Silty SAND, fine to medium grained, grey
D
SC Clayey SAND, fine to medium grained, pale
grey and pale brown
MD
CH Silty CLAY, high plasticity, pale grey and pale
brown, with some fine to medium grained
sand
0.45-0.73:
U50
0.5
Not Encountered
PP=250kPa
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:02 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
M
HA
becoming pale grey and red brown, trace of
fine grained sand
VSt
1.0
Hole Terminated at 1.20 m
Practical Hand Auger Refusal
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 19
Borehole No.
BH01
Page 2 of 2
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification DCP TEST
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description (AS 1289.6.3.2-1997)
Penetrometer
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Blows per 100 mm
Symbol
Method
secondary and minor components, colour
Water
Remarks RL Depth (kPa)
(m) (m) 0 5 10 15 20 25
100
200
300
400
500
2.0
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:02 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
2.5
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 20
Borehole No.
BH02
Page 1 of 1
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description
Penetrometer Structure and
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Additional Observations
Symbol
Method
secondary and minor components, colour
Water
Remarks RL Depth (kPa)
(m) (m)
100
200
300
400
500
SM Silty SAND, fine to medium grained, grey
L to
MD
becoming pale grey
CH Sandy CLAY, high plasticity, pale grey and
pale brown, fine to medium grained sand
0.5
Not Encountered
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:03 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
M
HA
becoming pale grey, orange brown and red
brown, fine to coarse grained sand
VSt
1.0
Hole Terminated at 1.20 m
Practical Hand Auger Refusal
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 21
Borehole No.
BH03
Page 1 of 1
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description
Penetrometer Structure and
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Additional Observations
Symbol
Method
secondary and minor components, colour
Water
Remarks RL Depth (kPa)
(m) (m)
100
200
300
400
500
Clayey GRAVEL (FILL), fine to medium sized, D to
D
angular, grey M
SM Silty SAND, grey, fine to medium grained
L to
MD
becoming pale grey
Not Encountered
SC Clayey SAND, fine to medium grained, pale
brown and orange brown
0.5
HA
M
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:04 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
MD
CH Sandy CLAY, high plasticity, pale grey, orange
brown and red brown, fine to medium grained
sand
St
1.0
Hole Terminated at 1.00 m
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 22
Borehole No.
BH04
Page 1 of 1
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description
Penetrometer Structure and
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Additional Observations
Symbol
Method
secondary and minor components, colour
Water
Remarks RL Depth (kPa)
(m) (m)
100
200
300
400
500
Silty GRAVEL, fine to medium sized, grey
SM Silty SAND, fine to medium grained, grey
D to
M
becoming pale grey MD
Not Encountered
SC Clayey SAND, fine to medium grained, pale
brown, orange brown and red brown
HA
0.5
M
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:05 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
CH Silty CLAY, high plasticity, pale grey and red
brown, trace of fine grained sand
St
Hole Terminated at 0.80 m
1.0
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 23
Borehole No.
BH05
Page 1 of 2
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification DCP TEST
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description (AS 1289.6.3.2-1997)
Penetrometer
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Blows per 100 mm
Symbol
Method
secondary and minor components, colour
Water
Remarks RL Depth (kPa)
(m) (m) 0 5 10 15 20 25
100
200
300
400
500
SM Silty SAND, fine to medium grained, grey
D to
M
becoming pale brown
MD
SC Clayey SAND, fine to medium grained, aple
grey and pale brown
0.5
Not Encountered
CH Silty CLAY, high plasticity, orange brown and
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:06 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
red brown, fine to medium grained sand
HA
M
St to
VSt
1.0
Hole Terminated at 1.20 m
Practical Hand Auger Refusal
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 24
Borehole No.
BH05
Page 2 of 2
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification DCP TEST
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description (AS 1289.6.3.2-1997)
Penetrometer
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Blows per 100 mm
Symbol
Method
secondary and minor components, colour
Water
Remarks RL Depth (kPa)
(m) (m) 0 5 10 15 20 25
100
200
300
400
500
2.0
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:06 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
2.5
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 25
Borehole No.
BH06
Page 1 of 1
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description
Penetrometer Structure and
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Additional Observations
Symbol
Method
secondary and minor components, colour
Water
Remarks RL Depth (kPa)
(m) (m)
100
200
300
400
500
Silty Sandy GRAVEL (FILL), fine to medium
sized gravel, grey, sine to medium grained
SM sand
Silty SAND, fine to medium grained, grey
MD
Not Encountered
0.3-0.55: CH Silty CLAY, high plasticity, pale brown, orange
BDS brown and pale grey, with some fine to
medium grained sand
M
HA
0.5
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:07 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
St to
VSt
Hole Terminated at 0.80 m
1.0
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 26
Borehole No.
BH07
Page 1 of 1
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description
Penetrometer Structure and
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Additional Observations
Symbol
Method
secondary and minor components, colour
Water
Remarks RL Depth (kPa)
(m) (m)
100
200
300
400
500
SM Silty SAND, fine to medium grained, grey, with
some fine to medium sized gravel
0.25-0.5: SM Clayey Silty SAND, fine to medium grained,
BDS pale brown, orange brown and pale grey.
MD
Not Encountered
0.5 M
HA
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:08 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
CH Sandy CLAY, high plasticity, orange brown
and pale grey, fine to medium grained sand
St to
VSt
1.0
Hole Terminated at 1.00 m
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 27
Borehole No.
BH08A
Page 1 of 1
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description
Penetrometer Structure and
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Additional Observations
Symbol
Method
secondary and minor components, colour
Water
Remarks RL Depth (kPa)
(m) (m)
100
200
300
400
500
Silty GRAVEL (ROADBASE/FILL), fine to
coarse sized gravel, angular
Not Encountered
M D
HA
0.5
Hole Terminated at 0.50 m
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:09 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
1.0
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 28
Borehole No.
BH08B
Page 1 of 1
Engineering Log - Borehole Project No.: 16081
Client: Sunshine Butterflies Commenced: 14/04/2016
Project Name: Our Backyard Completed: 14/04/2016
Hole Location: 468 Mckinnon Drive, Cooroibah Logged By: ACD
Hole Position: See Site Plan Checked By: ACD
Drill Model and Mounting: Hand Auger Inclination: -90° RL Surface: No survey
Hole Diameter: 100 mm Bearing: 360° Datum: AHD Operator: Tectonic
Drilling Information Soil Description Observations
Relative Density
Classification
Penetration
Pocket
Consistency
Graphic Log
Samples Material Description
Penetrometer Structure and
Condition
Recovery
Tests soil type: plasticity or particle characteristics,
Moisture
UCS Additional Observations
Symbol
Method
secondary and minor components, colour
Not Encountered Water
Remarks RL Depth (kPa)
(m) (m)
100
200
300
400
500
ROADBASE (FILL), fine to coarse sized
gravel
M D
HA
Hole Terminated at 0.20 m
Hand Auger Refusal on Very Dense Gravel
(Possible Cement Treated Base)
0.5
TECTONIC 2.00.1 LIB.GLB Log 1 TECTONIC BOREHOLE 16081.GPJ <<DrawingFile>> 04/05/2016 13:10 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 2.00.1 2016-02-17 Prj: Tectonic 2.00 2016-02-16
1.0
Method Penetration Water Samples and Tests Moisture Condition Consistency/Relative Density
AD/T-Auger Drilling TC Bit No resistance Level (Date) U - Undisturbed Sample D - Dry VS - Very Soft
RR - Rock Roller ranging to D - Disturbed Sample M - Moist S - Soft
RD - Rotary Drilling refusal Inflow SPT - Standard Penetration Test W - Wet F - Firm
NMLC -Rock Core Partial Loss VSt - Very Stiff
HA - Hand Auger Complete Loss H - Hard
Plastic Limit VL - Very Loose
Graphic Log/Core Loss L - Loose
Classification Symbols < PL MD - Medium Dense
Core recovered (hatching and Soil Descriptions D - Dense
indicates material) = PL
Based on Unified Soil < PL VD - Very Dense
Core loss Classification System
Page 29
TERMS USED ON LOGS
DRILLING/EXCAVATION METHOD
AD* Auger Drilling RD Rotary Blade or Drag bit NQ Diamond Core - 47 mm
*V V-Bit RT Rotary Tri-cone bit NMLC Diamond Core - 52 mm
*T TC-Bit RA Rotary Air HQ Diamond Core - 63 mm
HA Hand Auger HMLC Diamond Core – 63mm
ADH Hollow Auger BH Tractor Mounted Backhoe
HA Hand Auger EX Tracked Hydraulic Excavator
WATER
GROUNDWATER NOT The observation of groundwater, whether present or not, was not possible due to drilling water,
OBSERVED 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 present in
ENCOUNTERED 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 AS1289.6.3.1-2004
5,4,10 N=14 5,4,10 = Blows per 150mm. N = Blows per 300mm penetration following 150mm seating
30/65mm 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
BDS Bulk disturbed sample
FV Field vane shear test expressed as uncorrected shear strength (sv = peak value, sr = residual value)
PP Pocket penetrometer test expressed as instrument reading in kPa
U50 Thin walled tube sample - number indicates nominal sample diameter in millimetres
DCP Dynamic cone penetration test
CPT Electronic cone penetration test
CPTu Electronic cone penetration test with pore pressure (u) measurement
Rev0
October 2013
Page 30
METHOD OF SOIL DESCRIPTION
USED ON LOGS
CLASSIFICATION AND INFERRED STRATIGRAPHY
Soil and rock is classified and described in borehole and test pit logs using the preferred method given in AS1726 – 1993,
(Amdt1 – 1994 and Amdt2 – 1994), Appendix A.The material properties are assessed in the field by visual/tactile methods.
Particle Size Plasticity Properties
Major Division Sub Division Particle Size40
BOULDERS > 200 mm
COBBLES 63 to 200 mm
Coarse 20 to 63 mm
GRAVEL Medium 6.0 to 20 mm
Fine 2.0 to 6.0 mm
Coarse 0.6 to 2.0 mm
C
SAND Medium 0.2 to 0.6 mm
Fine 0.075 to 0.2 mm
SILT 0.002 to 0.075
CLAY < 0.002 mm mm
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.
W 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 0 to 4
S Soft 12 to 25 kPa L Loose 15 to 35 4 to 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
In the absence of test results, consistency and density may be assessed from correlations with the observed behaviour of
the material.
# SPT correlations are not stated in AS1726 – 1993, and may be subject to corrections for overburden pressure and
equipment type.
Rev0
October 2013
Page 31
OUR BACKYARD
468 MCKINNON DRIVE, COOROIBAH
APPENDIX B
Laboratory Test Certificates
4 May 2016
Report No. 16081-001-Rev0
Page 32
Shrink Swell Index Report
Client: Tectonic Geotechnical Pty Ltd Report Number: G16001 - 68/1
Client Address: PO Box 899 Buderim QLD 4556 Page 1 of 1
Job Number: G16001 Report Date: 26/04/2016
Project: Laboratory Testing Samples Supplied Order Number:
Location Project No:16081 , 468 McKinnon Dve,Cooroibah Test Method : AS1289.7.1.1
Lab No: 105137 Sample Location
Date Sampled: 14/04/2016 Bore 1
Date Tested: 19/04/2016 Depth 0.45-0.73m
Sampled By: Client Supplied 15/04/16
Sample Method: N/A
Material Source: Site
For Use As: - Lot Number: -
Remarks: - Item Number : -
Page 1 of 1
Shrinkage Moisture Content (%) : 26.8 Swell MC Before(%): 28.1
Shrinkage (%) : 5.6 Swell MC After(%) : 28.6
Unit Weight (t/m³) : 1.93 PP Before (kPa):
Swell (%) : 0.4 PP After (kPa):
Shrink Swell Index (Iss %): 3.2
Visual Classification : Sandy Clay(CH)-high plasticity,pale grey mottled orange/yellow,fine to med sand
Inert Material Estimate(%): 0
Cracking : No Cracking
Crumbling : No Crumbling
APPROVED SIGNATORY FORM NUMBER
Accredited for compliance with ISO/IEC 17025
REP ASS-1-4
Mel Burnett
NATA Accred No:1551
Page 33
California Bearing Ratio Report (1 Point)
Client: Tectonic Geotechnical Pty Ltd Report Number: G16001 - 69/1
Client address: PO Box 899 Buderim QLD 4556
Job Number: G16001 Report Date: 26/04/2016
Project: Laboratory Testing Samples Supplied Order Number:
Location Project No:16081 , 468 McKinnon Dve,Cooroibah Page 1 of 1
Lab No: 105138 Sample Location
Date Sampled: 14/04/2016 Bore 6
Date Tested: 26/04/2016 Depth 0.3-0.55m
Sampled By: Client Supplied 15/04/16
Sample Method: N/A
Material Source: Site Test Method : AS1289.6.1.1
For Use As: - Lot Number: -
Remarks: - Item Number : -
Maximum Dry Density - MDD (t/m³) : 1.745 Dry Density after Soak (t/m³) : 1.655
Optimum Moisture Content - OMC (%) : 17.0 Moisture Content after Soak (%) : 21.1
Compactive Effort : Standard Density Ratio after Soak (%) : 95
Nominated % Maximum Dry Density
Compaction : 98 Field Moisture Content (%) : 24.5
Nominated % Optimum Moisture Content Moisture Content (Top) after Penetration
Compaction : 100 (%) : -
Moisture Content (Total) after Penetration
Achieved Dry Density before Soak (t/m³) : 1.707 (%) : -
Achieved Percentage of Maximum Dry Density
(%) : 98 CBR 2.5mm (%) : 2.5
Achieved Moisture Content (%) : 17.3 CBR 5.0mm (%) : 3.0
Achieved Percentage of Optimum Moisture
Content (%) : 102 Minimum Specified CBR Value (%) : -
Test Condition (Soaked/Unsoaked) / Soaking
Period (Days) : Soaked / 4 days
CBR Value (%) : 3.0
Swell (%) / Surcharge (kg): 3.2 / 4.5 kg
Soil Description : Sandy Clay(CH)-high plasticity,grey brown/yellow brown,fine to medium sand
Approved Signatory Form Number
Accredited for compliance with ISO/IEC 17025
REP ACBR_1_3-3
Mel Burnett
NATA Accred No:1551
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