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Attachment B - Geotechnical Investigation Report AG-220544-RPT-G-01_[Rev A]
[email protected]
arcosgroup.com.au
ABN 51 640 311 841
Attention: Eco cottages 1 July 2022
By Email ARCOS PROJECT:220544
Report 01 Revision Rev A
Report on Geotechnical Investigation
Proposed Studio
528 Black Mountain Road, Black Mountain
Arcos Unit Group Pty Ltd (Arcos Group) has undertaken a geotechnical investigation for the above project and client.
SUMMARY OF INVESTIGATION
Results of Australian Geomechanic Society Landslide Risk Assessment
Low
Note: The above is a summary of the detailed investigation results discussed within this report. The entire report must be read,
understood and kept in entirety.
Geotechnical Engineer Principal Geotechnical Engineer
Cody Surawski B.Eng (Civ)(Hons), B.Env.Sc Billy Blake B.Eng (Civ)(Hons), MIEAust, RPEQ,
CPEng, NER
[email protected] [email protected]
For and On Behalf of Arcos Group For and on Behalf of Arcos Group
Sunshine Coast | Brisbane | Gold Coast
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1 INTRODUCTION
Arcos Unit Group Pty Ltd (Arcos Group) was commissioned to undertake a geotechnical investigation for the project
at the location described on the title page of this report.
This report outlines the results of the investigation, laboratory testing, analysis, and interpretive reporting on the
following items:
Review of the existing slope stability hazards, their attributed risks and impacts of the proposed development in
alignment with the practices set out within the Australian Geomechanics Society guidelines; and,
Provide recommendations from a geotechnical context that will avoid or reduce any potential instability.
This report must be kept in entirety. The use of this document is exclusively undertaken in accordance with our terms
and conditions.
2 REGIONAL GEOLOGY
The site is in an area underlain by multiple geological units as outlined in Figure 1. The geological units on this site
consist of Tertiary aged Basalt flows, which typically comprises “Mostly olivine basalt flows and some plugs; some
areas of nephelinite, basanite, etc.”, and Middle Triassic aged Kin Kin beds, which typically comprises “Strongly
cleaved and commonly kinked mudstone with thin siltstone laminae; minor volcanilithic sandstone”.
FIGURE 1: UNDERLYING GEOLOGICAL UNITS
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3 EXISTING STABILITY RISK
Local authorities prepare mapping tools to aid in assessing potential slope stability requirements. The mapping tools
are a “high level” approach where the site specific investigations are specific to a particular site/allotment. It is
important to note that where a site specific investigation and slope stability assessment are undertaken, they take
precedence.
Reference to the available overlays for the area show the site has been initially mapped as “Moderate in terms of
landslide hazard.
4 GEOTECHNICAL INVESTIGATION
A geotechnical investigation was undertaken by Global Testing Pty Ltd (Global) for the purposes of a site
classification. As part of their investigation, 2 bores were drilled to auger refusal at depths of between 1.2 and 1.6 m
below the existing ground surface. The encountered soil profile consisted of high plasticity sandy clays continuing to
the auger refusal depths, where rock was encountered. No groundwater was noted at the time of their investigation.
5 ASSESSMENT
Geotechnical comments are based on the factual findings of the investigation, best practice, local experience,
published correlations; however, are fundamentally founded in opinion and this should be considered.
An assessment of the site was undertaken using available data, local experience and photographs from site. The
site is relatively flat at the front of the block before sloping down towards the east at a relatively uniform angle of
approximately 20°. No signs of previous slope instability were noted in the available data. The mature trees were all
observed to be typically vertical with no misshapen or curved trunks. Misshapen or curved trunks are usually good
indicators for previous slope instability. It is noted that a significant translational slide was observed on a
neighboring allotment to the east, indicating the propensity for slope movements in the area during and after heavy
wet weather.
6 AGS ASSESSMENT
Landslides are caused where a soil or rock mass has a decrease in strength, usually attributed to groundwater,
resulting in the material not being able to maintain its own self-weight resulting in a slope failure.
The Australian Geomechanics Society (AGS) developed a set of tools and procedures for assessing the stability of
a slope. The tools and procedures presented with the AGS documentation form the basis of the assessment
undertaken herein and their documentation is attached for reference.
The guidelines also identify that the regulator typically sets the standard for levels of tolerable risk. AGS defines
tolerable risk as “risks within a range that society can live with so as to secure certain benefits. It is a range of risk
regarded as non-negligible and needing to be kept under review and reduced further if practicable”.
The guides suggest that areas of moderate or greater risk should not be developed unless a rigorous remediation
plan be implemented to reduce the area to a level of Acceptable Risk. AGS defines acceptable risk as “risk which
everyone affected is prepared to accept. Action to further reduce such risk is usually not required unless reasonably
practicable measures are available at low cost in terms of money, time and effort.”.
AGS suggest that regulators generally accept risk levels of “low” or lower as a level of acceptable risk.
AGS prepared a semi-quantitative assessment tool for determining the level of risk for a site. The tool separates the
potential hazards for a site, from a stability context, and rates them with a level of risk frequency. The multiplication
of these individual risk frequency summates as the risk frequency rating which is then measured against the levels
of risk nominated by AGS.
The results of this analysis are shown in Table 1.
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TABLE 1: AGS ASSESSMENT
Hazard Likelihood Consequence Risk Level
Global Failure Rare Major Low
Creep in Shallow Soils Unlikely Minor Low
Rotational or translation slide down the Possible Minor Moderate
slope
Based on the results of the AGS assessment, the perceived risk based on the conditions encountered and information
available at the time of the assessment is “Low to Moderate”. Where the recommendations in the following
sections are adhered to, a "Low" risk rating may be adopted.
7 HILLSIDE CONSTRUCTION
The following works should be implemented in addition to other items highlighted within this document. These points
are considered to be typical good hillside construction practice as explained in attached documentation:
Footings should be founded at least 0.3 m into the underlying bedrock.
No fill should be placed on this site.
Where slopes are not supported by an engineer designed support system, natural slopes within or near movement
sensitive areas should be no steeper than 2.5H:1V.
All stormwater and surface water is to be discharged by an approved stormwater drainage system. The use of
subsurface drainage systems are not suitable unless greater than 50 m downslope from the envelope at this site.
Ongoing maintenance of any effluent wastewater areas are also considered mandatory. The location of the
application area should be located below the proposed building.
Plumbing and services must also not be allowed to leak and regular maintenance and inspections should be
undertaken
Overland flow paths will need to be carefully directed to approved outlets to minimise erosion possibility
8 GEOTECHNICAL RECOMMENDATIONS
The following sections details specific geotechnical constraints or recommendations in addition to general hillside
construction notes.
8.1 FOOTINGS
In accordance with industry standards, a geotechnical engineer from Arcos should undertake the testing within the
footings to confirm that the encountered material is in alignment with the adopted parameters and assumptions
provided within this report. Where this does not occur, Arcos cannot be held liable for any of the information presented
within this report.
All footings will need to be designed to accommodate potential ground surface movement, settlement values and
any additional settlement values associated with the placement of new fill.
Settlement for suitably sized and designed high level footings should be in the order of 1-2% of the width of the
footing.
If footings are located adjacent to an underground service or other obstruction that is not homogenous with the
founding strata, the footing should be extended a minimum 0.3 m below an imaginary line projected at a 45 degree
angle from the lowest point of the service/obstruction. This is depicted graphically for reference:
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The ultimate geotechnical end bearing and shaft adhesion parameters are presented in Table 2. The values given
will need to reduced by applying a suitable geotechnical strength reduction factor (Φg) for limit state or divided by a
suitable factor of safety for working stress methods. The Φg should be selected by the designer.
Based on the conditions encountered, bored piles would be considered suitable.
TABLE 2: DEEP LEVEL FOOTING – ULTIMATE GEOTECHNICAL PARAMETERS (LONG PILE)
Material Bored Bored
Fb (kPa) Fs (kPa)
Stiff clay - -
Very low strength rock 1800 60
Notes: Ɣ = Unit Weight (moist); Fb = Base Bearing (Ultimate); Fs = Shaft Adhesion (Ultimate)
The upper 1 m of soil profile should be ignored in shaft calculations for bored piles to allow for shrinkage cracks.
The values presented in Table 2 assume that the material equal to four pile diameters below the base of any
footings is as strong or stronger.
Settlement values are subjected to a variety of factors; however, a properly designed and constructed pile should
have a serviceability settlement between 1% and 2% of its’ diameter.
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ATTACHMENTS
About Your Geotechnical Report
Interpretation of the Subsurface Sheets
Client Supplied Information (Soil Report by others)
Foundation Maintenance and Footing Performance: A Homeowner’s Guide
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ABOUT YOUR GEOTECH REPORT
Reporting
These notes have been provided to clarify and The report has been prepared and reviewed by
enhance the reader’s understanding of the suitably qualified and experienced persons. The
terminology used throughout the report, and also to persons draw on previous experience, local
identify where limitations exist. All investigations are knowledge, published literature, and otherwise
undertaken based on budgetary constraints which standard engineering approaches and principals. The
impart a level of uncertainty as a result of limiting the context of which the report has been prepared for must
amount of investigation undertaken. be considered and if the context changes, due
consideration should be given to the possibility that the
report is no longer considered relevant and review by
Copyright Arcos Unit Group Pty Ltd must be undertaken.
This report remains the property of Arcos Unit Group Arcos Unit Group Pty Ltd undertakes quality
Pty Ltd at all times unless ownership is transferred in assurance checks in accordance with its’ quality
writing. It cannot be included in any documentation system requirements; however, restrictions on the
without the express written permission of Arcos Unit project outside of Arcos Unit Group Pty Ltd’s control
Group Pty Ltd can result in unanticipated variations, changes in
policy or interpretation of said policies by the relevant
authority, or the actions of contractors subject to
Subsurface Report Sheets (Bores etc) commercial pressure.
The provided subsurface sheets are inherently an
interpretation undertaken by a suitably qualified and
experienced person; however, the reliability of the
Site Variations
provided information will rely on the method of If site variations become evident at the time of
investigation. It is prudent to state that these sheets construction or after the release of a report, Arcos Unit
only represent a very small percentage of the Group Pty Ltd requests immediately notification. This
subsurface conditions across a particular project. notification is proposed in order to assist in
remediation prior to any permanent structures or
It reasons that given the relatively small representation
design procedures are undertaken.
of the subsurface conditions for a project, spacial
variability between testing locations must be taken into
consideration including the orientation of strata Collaboration
intersections.
Arcos Unit Group Pty Ltd strongly recommends open
The presence or lack of groundwater is usually stated and collaborative communication about the use and
on the subsurface sheets; however, it must be noted inherent interpretation of Arcos Unit Group Pty Ltd’s
that the measurements undertaken onsite are typically report. Please contact the author of the report to
very inaccurate and if the presence or lack of arrange for an obligation free discussion regarding the
groundwater will have any degree of affect on the potential benefits of having geotechnical consultants.
project, additional groundwater monitoring techniques
should be employed such as groundwater monitoring
wells.
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Interpretation of the Subsurface Sheets
The terminology included on Arcos Unit Group Pty the most important component. Typically, the strength
Ltd’s has been evolved from AS1726:2016. Typically of rock is based on laboratory testing, tactile
a soil’s strength, colour, plasticity, grain size, other assessment and other observations as relevant. The
inclusions, and moisture will be described. A rock’s industry standard method for assessing the strength of
strength, weathering, colour, grain, and other rock in the field is to use the point load strength index
inclusions are typically described. (AS4133.4.1). It is important to note that the point load
strength index does not take into consideration the
degree of fracturing of a rock mass which can both
Soil lower and increase the overall rock strength. The
Soil is typically described by the components that strength of rock is broken down as follows:
make it up by percentage or whichever has a Very Low Strength (VLS) < 2 MPa (UCS)
governing behaviour. The types and sizes reproduced Low Strength (LS) 2 to 6 MPa (UCS)
from AS1726 are: Medium Strength (MS) 6 to 20 MPa (UCS)
Boulder >200 mm High Strength (HS) 20 to 60 MPa (UCS)
Cobble 63 to 200 mm Very High Strength (VHS) 60 to 200 MPa (UCS)
Gravel 2.36 to 63 mm Extremely High Strength (EHS) > 200 MPa (UCS)
Sand 0.075 to 2.36 mm Very Low Strength (VLS) < 0.1 Is(50)
Silty 0.002 to 0.075 mm Low Strength (LS) 0.1 to 0.3 Is(50)
Clay < 0.002 mm Medium Strength (MS) 0.30 to 1.0 Is(50)
The strength of soil is usually assessed by suitably High Strength (HS) 1.0 to 3.0 Is(50)
experienced persons through the use of laboratory Very High Strength (VHS) 3.0 to 10.0 Is(50)
test results, published literature, field assessments or Extremely High Strength (EHS) > 10.0 Is(50)
a combination of the above. The strength of soil is The Is(50) values are based on a correlation between
characterised into either cohesive (clays and silts) or the unconfined compressive strength (UCS) of 20.
cohesionless (sands and gravels) as shown below: This value varies significantly and site specific testing
Cohessive Soil Strength Term must take precedence.
Very Soft < 12.5 kPa Rock weathering is broken down as follows:
Soft 12.5 to 25 kPa Extremely weathered (EW) Behaves as soil but rock structure
Firm 25 to 50 kPa evident
Stiff 50 to 100 kPa Highly weathered (HW) Colour and strength of original fresh rock
is not recognisable. Decomposition of rock evident
Very Stiff 100 to 200 kPa
Moderately weathered (MW) Defects are heavily stained with
Hard > 200 kPa
rock mass showing signs of discolouration
Cohesionless Soils Strength Term (uncorrected Qc) Slightly weathered (SW) Some staining but minimal to no
Very Loose <2 MPa change in strength
Loose 2 to 5 MPa Fresh stained (FS) Minor staining evident
Medium Dense 5 to 15 MPa Fresh rock (FR) No change
Dense 15 to 25 MPa Rock fracturing is broken down as follows and can only
Very Dense > 25 MPa be accurately described where undamaged
continuous sampling has been undertaken:
Fragmented (Fg) Defect spacings < 20 mm
Rock
Highly Fractured (HF) Defect spacings 20 to 50 mm
Rock is typically described by the components that Fractured (Fr) Defect spacings 50 to 200 mm
make it up by percentage or whichever has a Slightly Fractured (SF) Defect spacings 200 to 1000 mm
governing behaviour. The strength of rock is typically Unbroken (Ub) Defect spacings > 1000 mm
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PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
JOB NUMBER 22-1395 SITE CLASSIFICATION REPORT
CLIENT Eco Cottages Pty Ltd
SITE LOCATION Proposed Studio
528 Black Mountain Road, Black Mountain
REPORT DATE 13/01/2022
1. INTRODUCTION
The purpose of this report is to classify the subject allotment in accordance with Australian Standard
2870 - 2011 'Residential Slabs and Footings'. From this classification, a footing system can be
recommended for the structure so as to allow adequate performance of the footings under the soil
conditions determined at the site.
Trees: There are medium (5-10m) and large (>10m) trees at this site. Global Testing recommends an
experienced arborist be commissioned to quantify the existing size, location, predicted maximum
height and type of these trees to aid in the design process. It is the responsibility of the designing
engineer to apply the principals of AS2870-2011 Appendix H 'Guide to Design of Footings for Trees'.
The classification herein excludes the effect of trees on the site.
2. SITE DESCRIPTION
Type of Allotment Acreage
Vegetation Grassed
Road Status Sealed
Slope 20% to East
Surface Water will Drain Towards East
Will Surface Water from adjoining No
allotments traverse this site?
Surrounding Allotments
Left Dwelling
Right Dwelling
Rear Dwelling
Depth to Weathered Rock BH1 (1.6), BH2 (1.2)
Depth to Water Table BH1 (N/a), BH2 (N/a)
3. SITE CLASSIFICATION AND TARGET STRATA
Based on the findings of the site investigation, the classification of the site is considered to conform to:
CLASS “P” – (Due to Presence of Trees - See Target Stratum)
PLEASE NOTE: If not for the above reasons, this site would have the characteristics of a Class M Site.
in accordance with Australian Standard 2870 - 2011, 'Residential Slabs and Footings, Construction'.
The target stratum for the foundation of the structure located at BH1 is the WEATHERED
ROCK encountered at a depth of 1600 mm below existing ground level.
The target stratum for the foundation of the structure located at BH2 is the WEATHERED
ROCK encountered at a depth of 1200 mm below existing ground level.
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22-1395
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PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
PLEASE NOTE: This report does not address slope stability. If a slope stability analysis is
required, the services of a suitably qualified geotechnical engineer should be sought. We can
recommend one or organise this service on your behalf.
It is the designing engineer’s responsibility to address the potential influence of any trees present
on or around the proposed building site.
If any fill is placed over the existing ground, the structure shall be piered through the fill into the
existing material. Further note that the placement of reactive material as fill, or cutting of the
site may change the site’s classification.
4. SOIL PROFILE
Refer to Soil Profile Report for borelog information.
Whilst every effort has been made to ensure that the borelogs carried out at the subject allotment are
indicative of the soil profile over the site any discrepancy between the profile detailed in the borelogs
and that observed during construction shall be referred to Global Testing for immediate attention.
5. MATERIALS LABORATORY TEST RESULTS
Soil Laboratory testing carried out on samples of the soil taken from the site gave the following results:
BOREHOLE BH1
DEPTH RANGE OF SAMPLE 300-600mm
LIQUID LIMIT (%) N/a
PLASTIC LIMIT (%) N/a
PLASTIC INDEX (%) N/a
LINEAR SHRINKAGE (%) N/a
INSTABILITY INDEX (%) N/a
SHRINK SWELL INDEX, Iss (%) 3.2
PREDICTED SURFACE MOVEMENT N/a
Please note that the Plasticity Index (PI) determined by the Atterberg Test may be correlated to an
Instability Index (Ips)with reference to the results of extensive testing carried out by others, notably, Dr
P Mitchell, ‘Footings for Small Scale Domestic Structures,’ March 1990.
Yours Sincerely,
(on Behalf of Global Testing - B.Eng(Civ)(Hons), CPEng, RPEQ, NER, MIEAust)
Page | 2 Borelogging in accordance with AS1726-2017 Geotechnical Site Investigations
22-1395
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PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
LIMITATIONS
Recommendations given in this report are based on the information supplied by the client regarding the
proposed building construction in conjunction with the findings of the investigation. Any change in
construction type, building location or omission in the client supplied information, may require
additional testing and/or make the recommendations invalid.
The recommendations herein identify a target soil stratum into which the footings are to be founded.
The target stratum has been located by the depth in mm of the target stratum's upper horizon boundary
below the existing ground surface level at the time of the site investigation. Any cutting or filling works
and any surface erosion or deposits subsequent to the site investigation, will alter the measured location
of the stratum relative to the surface. Where required, the author should be notified in such cases to
confirm the location of the target stratum.
The description of the soil given in the Soil Profile section of this report is intended as a brief overview
of the soil's primary constituents. For a detailed classification of the soil, the reader should refer to the
Soil Profile Reports and/or Borehole Reports attached to this report.
Every reasonable effort has been made to locate the test sites so that the borehole profiles are
representative of the soil conditions within the area investigated. The client should be made aware
however, that exploration is limited by time available and economic restraints. In some cases, soil
conditions can change dramatically over short distances, therefore, even careful exploration programs
may not locate all the variations.
If soil conditions different from those shown in this report are encountered or are inferred from other
sources, then the author must be notified immediately.
This report may not be reproduced except in full. The information and drawings provided with this
report shall only be used and will only be applicable for the development shown on the client supplied
information provided for this site.
Any dimensions, contours, slope directions and magnitudes shown on the Test Locality Plan shall not
be used for any building construction or costing calculations. The purpose of the plan is to show
approximate location of field tests only.
Any changes made to these recommendations by persons unauthorised by the author will legally be
interpreted as that person assuming the responsibility for the long-term performance of the footing
system.
The recommendations contained in this report have not taken into consideration the long-term effects
of any previous, current or potential subsurface work by mining companies or potential slope instability
problems. At the time of writing this report neither our client (nor his agent) nor the local authority had
made the author aware that these problems may be affecting this allotment. If a mining subsidence or
slope stability assessment is required for this allotment, the recommendations of a suitably qualified
geotechnical engineer should be sought.
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22-1395
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PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
SOIL PROFILE REPORT
CLIENT: Eco Cottages Pty Ltd AUTHORISED Eco Cottages Pty Ltd
BY:
PROJECT: 528 Black Mountain Road, DATE TESTED: 10/01/2022
Black Mountain JOB NO: 22-1395
Drilling Method: Exacvator. Borehole
No.1
Depth Description PENET. Est. Bearing
(blows per 100mm)
(mm) Capacity
1 2 3 4 (kPa)
0 SANDY CLAY (CH) High plasticity, red-
brown, fine to coarse sand, moist, stiff
100 3 150
200 4
300 4
400 4 150
500 5
600 5
700 6 150
800 7
900 8
1000 9 150
1100 >20
1200
1300
1400
1500
1600 WEATHERED ROCK (XW)- Auger Refusal 200
1700
1800
1900
2000
2100
2200
2300
2400
2500
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22-1395
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PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
SOIL PROFILE REPORT
CLIENT: Eco Cottages Pty Ltd AUTHORISED Eco Cottages Pty Ltd
BY:
PROJECT: 528 Black Mountain Road, DATE TESTED: 10/01/2022
Black Mountain JOB NO: 22-1395
Drilling Method: Excavator Borehole
No.2
Depth Description PENET. Est. Bearing
(blows per 100mm)
(mm) Capacity
1 2 3 4 (kPa)
0 SANDY CLAY (CH) High plasticity, red-
brown, fine to coarse sand, moist, stiff
100 3 150
200 4
300 4
400 5 150
500 6
600 7
700 8 150
800 >20
900
1000
1100
1200 WEATHERED ROCK (XW)- Auger Refusal 200
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2300
2400
2500
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22-1395
Page 18
PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
Site- 528 Black Mountain Road, Black Mountain
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PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
TEST LOCATION PLAN
1. Locations are Approximate
2. Not to Scale
3. For Illustrative purposes
only
Legend:
Borehole Location
DCP Location
BH1 Percolation Location
PN1
Trees
BH2 N
PN2 North Direction
14500
Borelogging in accordance with AS1726-2017 Geotechnical Site Investigations
Project No. 21/1395
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Contact Us
07 5293 7648
@arcosgroup
[email protected]
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