Council archive · source document
220241.01 - 70 Blanckensee Road, BLACK MOUNTAIN - SECONDARY DWELLING - Slope Stability Report · EXE23/0033
[email protected]
arcosgroup.com.au
ABN 51 640 311 841
Attention: Peter Cook 04 Jul 2023
By Email ARCOS PROJECT:230489
Report 01 Revision A
Report on Geotechnical Investigation
Proposed Secondary Dwelling
70 Blanckensee 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.
Graduate Geotechnical Engineer Principal Geotechnical Engineer
Mitchell Horne B.Eng (Civ)(Hons) 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
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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 the Middle Triassic aged Kin Kin Beds Formation, which typically comprises
“Strongly cleaved and commonly kinked mudstone with thin siltstone laminae; minor volcanilithic sandstone”.
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 site classification investigation was undertaken by Global Testing on 23 May 2023. The purpose of the investigation
was to inform the site classification and effluent design for the proposed secondary dwelling. The investigation
comprised the drilling and logging of 5 boreholes at the location of the proposed secondary dwelling and the proposed
effluent irrigation area (refer test location plan). The subsurface conditions encountered in the boreholes generally
comprised potentially uncontrolled clayey sand fill to approximately 0.5 m depth, overlying stiff or stronger sany and
silty clays to termination of the bores at 4 m depth
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.
A site assessment was undertaken by a graduate geotechnical engineer on 3 July 2023. The allotment is described
as Lot 1 on RP193199 and encompasses approximately 20 000 m2. The site has been proposed to be placed in a
relatively level and clear area near the existing dwelling. Surface levels across the allotment are intially level where
the secondary dwelling is proposed at approximately RL203 (based on Noosa Council Intramaps) before falling away
to the north at angles of approximately 10 – 15 degrees to approximately RL 153. No obvious signs of disturbed
ground, tension cracks or hummocks were noted in the vicinity of the proposed residence during the assessment. A
variety of vegetation ranging from small shrubs to mature trees were observed. 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.
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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.
TABLE 1: AGS ASSESSMENT
Hazard Likelihood Consequence Risk Level
Global Failure Barely Credible Catastrophic Low
Creep in Shallow Soils Unlikely Medium Low
Rotational or translational slide down Rare Major Low
the slope
Existing batter failure Almost Certain Catastrophic Low
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”.
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:
A minimum footing depth of 1.2 m is recommended. Footings should be founded into stiff (or stronger) natural
clays.
Fill should be limited to no more than 1 m and should be step keyed into the existing slope. The fill should be
formed at no steeper than 3H:1V, unless retained by an engineered retention system. All fill should be placed in
accordance with AS3798.
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.
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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 effluent wastewater areas are also considered mandatory.
Avoid leakage from underground services and drains. Any leaking services or blocked drains should be remedied
promptly.
Erosion protection of cut and fill batters will be required. Batters should incorporate crest and toe drainage. Batters
should be vegetated appropriately to minimise erosion.
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:
Where footings found into stiff or stronger clays residual clays, they may be dimensioned for a maximum allowable
bearing pressure of 100 kPa. Based on the borelogs, the above material is encountered at approximately 0.7 m to
0.8 m depth below existing surface levels at the time of the investigation.
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The ultimate geotechnical end bearing and shaft adhesion parameters are presented in Table 2 for deep level
footings where high level footings are not suitable. 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.
TABLE 2: DEEP LEVEL FOOTING – ULTIMATE GEOTECHNICAL PARAMETERS (LONG PILE)
Material Bored Bored Screw Screw
Fb (kPa) Fs (kPa) Fb (kPa) Fs (kPa)
Stiff or stronger clays 675 30 450 NR
Notes: 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. Due
to installation disturbance, shaft adhesion should be ignored for steel screw piles. 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.
ATTACHMENTS
About Your Geotechnical Report
Interpretation of the Subsurface Sheets
Practice Note Guidelines
Client Supplied Information
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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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ABN 51 640 311 842
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ABN 51 640 311 842
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QBCC #:15288478
PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
JOB NUMBER 23-0572 SITE CLASSIFICATION REPORT
CLIENT Darran Taylor Building
SITE LOCATION PROPOSED SECONDARY RESIDENCE.
70 Blanckensee Road, Black Mountain QLD, Australia
REPORT DATE 25/05/2023
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 recom-
mended for the structure so as to allow adequate performance of the footings under the soil conditions
determined at the site.
Trees: There are small (<5m), medium (5-10m), and large (>10m) trees at this site. Global Testing
recommends an experienced arborist be commissioned to quantify the existing size, location, pre-
dicted 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 Foot-
ings for Trees'. The classification herein excludes the effect of trees on the site.
2. SITE DESCRIPTION
Type of Allotment Acreage
Vegetation Grassed/Scattered Undergrowth/Trees/Existing Dwellings
Slope 5-20% to North
Surface Water will Drain Towards North
Will Surface Water from adjoining No
allotments traverse this site?
Surrounding Allotments
Left Rural
Right Rural
Rear Rural
Depth to Weathered Rock BH1 (N/a), BH2 (N/a)
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 Uncontrolled Fill and the 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 SANDY CLAY
encountered at 500 mm below existing ground level.
The target stratum for the foundation of the structure located at BH2 is SANDY CLAY
encountered at 500 mm below existing ground level.
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23-0572
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[email protected]
PLEASE NOTE: This report does not address slope stability. If a slope stability analysis is re-
quired, the services of a suitably qualified geotechnical engineer should be sought. We can rec-
ommend 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 further 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 900-1100 mm
LIQUID LIMIT (%) N/a
PLASTIC LIMIT (%) N/a
PLASTIC INDEX (%) N/a
LINEAR SHRINKAGE (%) N/a
INSTABILITY INDEX (%) N/a
SHRINK SWELL INDEX, Iss (%) 3.6
PREDICTED SURFACE MOVEMENT 30-40 mm
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,
(Luke Wade - Office Manager)
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23-0572
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[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 addi-
tional 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 repre-
sentative 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 ap-
proximate 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 sys-
tem.
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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3/53 Gateway Drive, Noosaville 4566
[email protected]
SOIL PROFILE REPORT
CLIENT: Darran Taylor Building AUTHORISED Darran Taylor Building
BY:
PROJECT: 70 Blanckensee Road, Black DATE TESTED: 23/05/2023
Mountain QLD, Australia JOB NO: 23-0572
Drilling Method: Jacro 105 100mm. Borehole
No.1
Depth Description PENET. Est. Bearing
(blows per 100mm)
(mm) Capacity
1 2 3 4 (kPa)
0 (FILL) CLAYEY SAND (SC)-Fine to
coarse, brown-grey, low plasticity clay, trace
of gravel, moist, medium dense
100 3 110
200 5
300 3
400 5
500 SANDY CLAY (CH)-High plasticity, grey, 2 100
fine to medium sand, moist, firm to stiff
600 2
700 2
800 4
900 SILTY CLAY (CH)-High plasticity, pale 4 125
grey, low plasticity fines, moist, stiff
1000 4
1100 4
1200 4
1300 4
1400 8 150
1500 10
1600 10
1700 10
1800 12
1900 11
2000 SILTY CLAY (CH)-High plasticity, brown, 12 150
low plasticity fines, moist, hard
2100 12
2200 12
2300 15
2400 15
2500 15 150
2600
2700
2800
2900
3000
3100
3200
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3300
3400
3500
3600
3700
3800
3900
4000
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QBCC #:15288478
PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
SOIL PROFILE REPORT
CLIENT: Darran Taylor Building AUTHORISED Darran Taylor Building
BY:
PROJECT: 70 Blanckensee Road, DATE TESTED: 23/05/2023
Black Mountain QLD, Aus- JOB NO: 23-0572
tralia
Drilling Method: Jacro 105 100mm. Borehole
No.2
Depth Description PENET. Est. Bearing
(blows per 100mm)
(mm) Capacity
1 2 3 4 (kPa)
0 (FILL) CLAYEY SAND (SC)-Fine to
coarse, brown-grey, low plasticity clay, trace
of gravel, moist, medium dense
100 2 100
200 3
300 3
400 3
500 SANDY CLAY (CH)-High plasticity, grey, 3 110
fine to medium sand, moist, firm to stiff
600 3
700 4
800 SILTY CLAY (CH)-High plasticity, pale 5 150
grey, low plasticity fines, moist, stiff
900 5
1000 6
1100 5
1200 5
1300 8
1400 8
1500 SILTY CLAY (CH)-High plasticity, brown, 8 150
low plasticity fines, moist, hard
1600 8
1700 10
1800 10
1900 10
2000 10 150
2100 12
2200 12
2300 12
2400 15
2500 15 150
2600
2700
2800
2900
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PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
3000
3100
3200
3300
3400
3500
3600
3700
3800
3900
4000 Borehole Terminated
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QBCC #:15288478
PH: 07 54 740 900
3/53 Gateway Drive, Noosaville 4566
[email protected]
Site- 70 Blanckensee Road, Black Mountain QLD, Australia
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Page 20
N
10% SLOPE
20% SLOPE 5% SLOPE
S
UR
PROPOSED
CO
SECONDARY
ER
RESIDENCE
AT
12000
W
15000
NT
TE
IT
SATELLITE IMAGERY
BH1
RM
TE
8000
PN1
IN
LEGEND
OURS
BH2
PN2 BHx = BOREHOLE
IN
TERC
LOCATION
UNTA
PNx = DYNAMIC CONE
T WA
4000 PENETROMETER LOCATION
ITTEN
TREES
K MO
M
INTER
EXISTING
EXISTING RESIDENCE
BLAC
WATERTANK
EXIST
ING D
RIVEW
AY
EXISTING
GARAGE
SITE PLAN
SCALE: 1 : 500
CLIENT DETAILS PROJECT DETAILS DRAWING TITLE JOB No. 23/0572
SITE CLASSIFICATION
EFFLUENT DESIGN
SOUTH EAST QLD DARRAN TAYLOR BUILDING LOT 1, 70 BLANCKENSEE ROAD, TEST LOCATION PLAN DRG No. 301
[email protected]
BLACK MOUNTAIN, QLD 1
DRAWN: CA DATE: 24/05/2023 SCALE:As indicated@A3 REVISION
Page 21
LEGEND
BHx = BOREHOLE LOCATION
PNx = DYNAMIC CONE
PENETROMETER LOCATION
10% SLOPE
20% SLOPE PTx = PERCOLATION TEST
5% SLOPE
OURS
INDICATIVE BOUNDARY LINE =TREES
S
UR
TERC
IMPORTANT DIRECTION
CO
DO NOT INSTALL FROM THIS DESIGN UNTIL IT IS
ER
BH 1 STAMPED AND APPROVED BY THE LOCAL
A
AT
PN 1 AUTHORITY.
ENT W
NORTH
COUNCIL MAY MAKE CHANGES TO THIS DESIGN
W
AS PART OF THE APPROVAL PROCESS. ONLY
T
EN
INSTALL FROM THE STAMPED POSSIBLE
BH 1 CHANGES.
MITT
T
PN 1
IT
RM
PROPOSED
INTER
TE
SEDONDARY
IN
DWELLING
BH 2
PN 2
AWAY FROM HOUSE
ADVANCED SECONDARY ASTP
TO BE INSTALLED IN A SUITABLE LOCATION
15000
BY THE INSTALLING PLUMBER NOT ADJACENT
TO LIVING ROOMS OR BEDROOMS (TO BE
10000 INSTALLED)
BH 3 5000
PT 1
COVERED SURFACE DRIP IRRIGATION
AREA = 80M2 TO BE INSTALLED
10000
BH 4
EXISTING PT 2 PEGGED TO THE GROUND NETAFIM OR
RESIDENCE WASTEFLOW PRESSURE
EXISTING COMPENSATING DRIPPER LINES (TO BE
WATERTANK BH 5 INSTALLED)
PT 3
8 PRESSURE COMPENSATING
RESERVE AREA DRIPPER LINES (TO BE INSTALLED)
FLUSH OUT VALVE
EXISTING
GARAGE
BIRD PROOF MESH TO BE
PLACED ON SURFACE OF MULCH
AND PEGGED TO THE GROUND
SURFACE TO BE PLANTED OUT
WITH A MINIMUM OF 8 PLANTS
1000 MAX CENTRES 300 HIGH MOUND SURROUND
150
150MM COVER
MULCH
PEGGED TO THE GROUND NETAFIM OR WASTEFLOW
PRESSURE COMPENSATING DRIPPER LINES. PLACE
ON SURFACE AND COVER WITH 150MM MULCH
TYP CROSS SECTION COVERED SURFACE DRIP IRRIGATION SYSTEM
SITE CLASSIFICATION | EFFLUENT DESIGN CLIENT DETAILS PROJECT DETAILS SITE INFORMATION DRAWING TITLE JOB No. DRG No. REVISION
SUNSHINE COAST | BRISBANE | GOLD COAST
RPD: LOT 1 ON RP193199
[email protected]
DARRAN TAYLOR PROPOSED DWELLING
SITE PLAN
23/0572 154 1
COPYRIGHT © All rights reserved, this work is POSTCODE: 4563
copyright and cannot be reproduced or copied BUILDING LOT 1, 70 BLANCKENSEE ROAD, SUBURB: BLACK MOUNTAIN
24/05/2023 FOR CONSTRUCTION CA 1
DATE DESCRIPTION BY REV
in any form without prior consent
BLACK MOUNTAIN, QLD AUTHORITY: NOOSA SHIRE COUNCIL DRAWN: CA DESIGN: LW CHECK: GB DATE: 24/05/2023 SCALE: As indicated@A1
Page 22
ABN 51 640 311 842
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Sunshine Coast | Brisbane | Gold Coast
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220241.01 - 70 Blanckensee Road, BLACK MOUNTAIN - SECONDARY DWELLING - Slope Stability Report.pdfRelated documentApplication case desk ↗
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