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220239 - 44 Williams Road, KIN KIN - Site Classification Report
Geotechnical Soils
'Digging up all the Details'
ABN: 15 895 975 485
Soil Investigation Summary
Date 28/10/2021
Purpose Proposed Residence and Cottage Test Method: Vehicle Mounted Rig
Wind Category: N3/N4 Attachments: Site Plan/ Subsoil Profiles/ Photographs
(Informative AS 4055)
Reference Documents:
* Noosa Council - Contour Plan
* Noosa Council - Allotment /Aerial Photograph Plan
* Eco Cottage - Site Plan with Development Overlays
Site Details:
Description The allotment is 10.864ha in area and of irregular shape.
Two proposed and separate building locations-:
* Primary residence - located centrally on the allotment and on a prepared
cut/fill platform
* Secondary residence - located in the far northern allotment sectors
adjacent Williams Road.
The proposed building sittings are overlain on PLATE 1.
Topography The allotment is located over deeply dissected topographies that includes -:
* elevated/ saddled ridgelines
* steep flanks
* reclining hillside spur lines
* valley floor
The primary residence is to be sited upon a mid-slope cut/ fill platform which is
on a reclining hillside spur line. The benched platform is 20 and 26 metres,
east/ west and 20 metres, north/ south. The western and southern flanks grade
at 1:7 (V:H) and locally 1:5.
The secondary residence is proposed on the near flank of the main saddled,
ridgelines adjacent Williams Road and has waxing contours of 1:6 (V:H) and
1:3. Contours grade to the west. The existing serviced shed is also sited
adjacent the main ridgeline. The constructed gravel track connects the
Williams Road frontage to the proposed and existing building areas. Contours
overlain on PLATES 2 & 3.
Vegetation The allotment has been selectively cleared with the ridge/ spur line cleared to
pastures. The steep flanks are represented by forest and medium/ large trees.
Some trees show some visual evidence of 'soil creep' on the elevated contours
and especially where contours are receding/ convergent.
Drainage The elevated building areas are very well drained. Contours fall to the west/
south and southwest (within the building areas). The primary residence is to be
sited on a benched platform that is poorly drained, however, the flanks are
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Bells Creek QLD 4551
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Page 2
Soil Investigation Summary
Client Eco Cottages Date 28/10/2021
Site Address Lot 3, SP 127443, #44 Williams Rd, Kin Kin 4571 Job No SER 2507
well drained. The secondary residence is below the existing gravel track with a
swale drain constructed along the upslope. The flank grades to the west and
is well drained.
Geology Kin Kin Beds that include phyllite, shale, arenite and argillite rock types.
Soil Profile To establish subsoil profiles and engineering parameters within both proposed
building and effluetn application areas, ten boreholes (BH) were advanced by
a small vehicle mounted drilling rig. In addition, dynamic cone penetrometer
testing (DCP) was carried out adjacent selected boreholes.
* BH 1 - 3 Primary Residence
* BH 4 - 5 Primary Residence effluent
* BH 6 -7 Secondary Residence
* BH 8 - 10 Secondary Residence effluent
Primary Residence - the platform has been established as cut to fill.
Rock was at depths of-:
* BH 1 - 1.15m ( interbedded with CLAY)
* BH 2 - 0.5m
* BH 3 - 0.5m
The rock is of good ripperbility. The residual clays are friable and of low/
medium plasticities. The residual clays are of generally stiff consistencies. The
additional boreholes 4/5 are located over the western / southwestern flanks
proposed for effluent application. Friable light clays and a weak rock
generally below 1.5 metres depth.
Secondary Residence - situated on the undisturbed flank with rock at depths
of-:
* BH 6 - 1.5m
* BH 7 - 1.5m
The rock is of good ripperbility and the overlying residual clays are of stiff
consistencies (strengths). The proposed effluent application area is downslope
of the adjoining serviced shed.
Rock was at depths of -:
* BH 8 - 1.7m
* BH 9 - >2.0m
* BH 10 - >2.5m
Discussion Residential construction within both the proposed siting have separate
/ Remarks engineering considerations-:
Primary Residence
* topographic siting (N3)
* existing cut/ fill platform
* all filling is uncontrolled
* depths to rock
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Bells Creek QLD 4551
Page 3
Soil Investigation Summary
Client Eco Cottages Date 28/10/2021
Site Address Lot 3, SP 127443, #44 Williams Rd, Kin Kin 4571 Job No SER 2507
Secondary Residence
* topographic siting (N4)
* some visual evidence of soil creep on the adjoining flank( refer to APPENDIX B
* steep gradient
* depths to rock
Building construction in these topographies should consider the details in
APPENDIX B 'Examples of Good Hillside Construction'.
Laboratory Data: No significant clays however, the (CL) medium plastic clays are of
index values-:
- Plasticity Index 18%
- Linear Shrinkage 6.0%
- Estimated Instability Index 0.8% (L242)
Site Classification: In accordance with AS 2870 the two review areas are classified as -:
(AS 2870-2011)
* Primary Residence - With reference to AS 2870, 2.5.3 (b)(i) the site is
classified 'P' uncontrolled shallow fill. However, based on clay reactivity, the
characteristic surface movement (Ys) ranges 20 - 25 mm or 'M'.
* Secondary Residence - Based on clay reactivity the characteristic surface
movement (Ys) ranges 25 - 30 mm or 'M'.
Estimated Cut existing ( primary residence)/ Nil (secondary residence)
Estimated Fill existing (primary residence) / Nil (secondary residence)
Site Scrape Only Yes
Piers An option
Removal of Trees Yes
Design Effluent On-site effluent disposal required with two stand-alone systems proposed. The
Remarks: existing serviced shed has a conventional septic system. The septic system
appears to be configure as a 3900 litre concrete septic tank and two X 12
metres infiltration trenches.
It is understood both the future main residence and secondary residence area
to have AES systems installed. The secondary residence e is adjacent the
existing serviced shed's septic tank and could possibly utilise this tank, with a
new AES bed located on the lower spur-line. The design soil category and
observations of each building area are as follows-:
* Main Residence - soil categories of 4/5 ( clay loam/ light clay). Application
area to the western flank.
* Secondary Residence - soil categories of 4/5 (clay loam/ light clay).
Application area to the area downslope of the serviced shed and reclining
spur line.
14/40 Claude Boyd Parade Office: 0413 951 991
"PRIMEX BIZ HUB" [email protected]
Bells Creek QLD 4551
Page 4
Figure 1 Studio cottage siting
Figure 2 Studio cottage siting
Geotechnical Soils Pty Ltd
ABN: 15 895 975 485
Sunshine Coast, Queensland
Office: 0413 951 991
[email protected]
www.geotechnicalsoils.com.au
Page 5
Figure 3 Spur line proposed for studio cottage effluent
Figure 4 Existing gravel driveway and spur line proposed for studio cottage effluent
Geotechnical Soils Pty Ltd
ABN: 15 895 975 485
Sunshine Coast, Queensland
Office: 0413 951 991
[email protected]
www.geotechnicalsoils.com.au
Page 6
Figure 5 Spur line proposed for studio cottage effluent
Figure 6 Surface rock residential platform
Geotechnical Soils Pty Ltd
ABN: 15 895 975 485
Sunshine Coast, Queensland
Office: 0413 951 991
[email protected]
www.geotechnicalsoils.com.au
Page 7
Figure 7 South of the residential platform
Figure 8 West/ southwestern flank of residential platform
Geotechnical Soils Pty Ltd
ABN: 15 895 975 485
Sunshine Coast, Queensland
Office: 0413 951 991
[email protected]
www.geotechnicalsoils.com.au
Page 8
Figure 9 Residential platform
Geotechnical Soils Pty Ltd
ABN: 15 895 975 485
Sunshine Coast, Queensland
Office: 0413 951 991
[email protected]
www.geotechnicalsoils.com.au
Page 9
Figure 10 Residential platform
Geotechnical Soils Pty Ltd
ABN: 15 895 975 485
Sunshine Coast, Queensland
Office: 0413 951 991
[email protected]
www.geotechnicalsoils.com.au
Page 10
APPENDIX A Sub Soil Profiles [OCR of page images] APPENDIX A Sub Soil Profiles
Page 11
Soil Investigation Summary
Client Eco Cottages Date 28/10/2021
Site Address Lot 3, SP 127443, #44 Williams Rd, Kin Kin 4571 Job No SER 2507
Test No. 1
Location Primary Residence - see PLATE 2 Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments
0.1 3 2.1
550 Fill Gravely CLAY low plasticity, light grey yellow brown, fine-coarse CL
gravel, with fine-medium sand, slightly moist, firm. 0.2 2 2.2
800 Sandy CLAY low plasticity, light brown, fine sands, some fine CL 0.3 2 2.3
gravel/silt, moist, stiff. 0.4 1 2.4
1150 Silty CLAY low-medium plasticity, orange / orange yellow, with CL 0.5 3 2.5
fine sand, trace fine gravel, moist, very stiff/hard.
0.6 2 2.6
1700 Sandy CLAY low-medium plasticity, orange yellow brown, fine- CL/XW
medium sands, with silt, trace fine gravel, interbedded with (XW) 0.7 2 2.7
ROCK, moist, hard. 0.8 2 2.8
2300 ROCK - PHYLLITE extremely weathered, light yellow brown, XW END
slightly moist, low/very low strength.
0.9 5 2.9
1.0 5 3.0
1.1 9 3.1
1.2 18 3.2
1.3 R 3.3
1.4 3.4
1.5 3.5
1.6 3.6
1.7 3.7
1.8 3.8
1.9 3.9
2.0 4.0
Test No. 2
Location Primary Residence - see PLATE 2 Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments
0.1 2 2.1
100 Fill Clayey SAND fine-medium sands, dark brown, with silt, some SC
fine gravel, moist, loose. 0.2 4 2.2
500 Gravely CLAY low plasticity, yellow/ orange yellow/white, fine- CL 0.3 2 2.3
medium sands, with fine-medium sand, some silt, moist, stiff/very 0.4 4 2.4
stiff.
0.5 7 2.5
1600 ROCK - PHYLLITE extremely weathered, light yellow/white, XW END
slightly moist, low/very low strength. 0.6 16 2.6
0.7 2.7
0.8 2.8
0.9 2.9
1.0 3.0
1.1 3.1
1.2 3.2
1.3 3.3
1.4 3.4
1.5 3.5
1.6 3.6
1.7 3.7
1.8 3.8
1.9 3.9
2.0 4.0
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"PRIMEX BIZ HUB" [email protected]
Bells Creek QLD 4551
Page 12
Soil Investigation Summary
Client Eco Cottages Date 28/10/2021
Site Address Lot 3, SP 127443, #44 Williams Rd, Kin Kin 4571 Job No SER 2507
Test No. 3
Location Primary Residence - see PLATE 2 Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments
0.1 2.1
50 Fill Clayey SAND fine-coarse sands, dark brown, some fine SC
gravel/silt, moist, loose. 0.2 2.2
500 Clayey GRAVEL fine-medium gravel, grey yellow brown, with fine- GC/XW 0.3 2.3
medium sand, interbedded with (XW) ROCK, slightly moist, 0.4 2.4
dense/very dense.
0.5 2.5
1400 ROCK - PHYLLITE extremely weathered, light grey yellow/ light XW END
grey, dry/slightly moist, low/very low strength. 0.6 2.6
0.7 2.7
0.8 2.8
0.9 2.9
1.0 3.0
1.1 3.1
1.2 3.2
1.3 3.3
1.4 3.4
1.5 3.5
1.6 3.6
1.7 3.7
1.8 3.8
1.9 3.9
2.0 4.0
Test No. 4
Location Primary Residence Effluent - see PLATE 2 Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments Effluent Soil Cat.
0.1 2.1
300 Silty CLAY low plasticity, grey yellow/ yellow CL 4 - Moderately
brown, with fine sand, moist, firm/stiff. 0.2 2.2
750 Silty CLAY medium plasticity, orange yellow CL (friable) 5 - Strongly 0.3 2.3
brown, with fine sand, trace fine gravel, moist, 0.4 2.4
stiff.
0.5 2.5
1150 Silty CLAY low plasticity, orange/ orange CL 4 - Moderately
brown/ white, with fine sand, some fine- 0.6 2.6
medium gravel, moist, very stiff. 0.7 2.7
1500 Clayey SAND fine-medium sands, yellow SC 3 - Massive 0.8 2.8
brown/ light grey yellow, with fine gravel,
moist, dense/very dense. 0.9 2.9
2200 ROCK - PHYLLITE extremely weathered, light GC/XW END 1.0 3.0
yellow/light grey yellow, interbedded with (GC)
1.1 3.1
clayey GRAVEL, slightly moist, very low
strength. 1.2 3.2
1.3 3.3
1.4 3.4
1.5 3.5
1.6 3.6
1.7 3.7
1.8 3.8
1.9 3.9
2.0 4.0
14/40 Claude Boyd Parade Office: 0413 951 991
"PRIMEX BIZ HUB" [email protected]
Bells Creek QLD 4551
Page 13
Soil Investigation Summary
Client Eco Cottages Date 28/10/2021
Site Address Lot 3, SP 127443, #44 Williams Rd, Kin Kin 4571 Job No SER 2507
Test No. 5
Location Primary Residence Effluent - see PLATE 2 Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments Effluent Soil Cat.
0.1 2.1
250 Silty CLAY low plasticity, light brown/ grey CL 4 - Moderately
yellow brown, with fine-medium sand, trace 0.2 2.2
fine gravel, moist, firm. 0.3 2.3
750 Silty CLAY medium plasticity, orange/orange CL (friable) 5 - Strongly 0.4 2.4
yellow, with fine-medium sand, some fine
gravel, moist, stiff. 0.5 2.5
1650 Sandy CLAY low plasticity, orange / maroon/ CL 4 - Moderately 0.6 2.6
yellow brown, fine-medium sands, with silt, 0.7 2.7
some medium-coarse gravel, moist, very stiff.
0.8 2.8
2250 ROCK - PHYLLITE extremely weathered, light GC/XW END
grey yellow/white, interbedded with (GC) 0.9 2.9
clayey GRAVEL, slightly moist, very low 1.0 3.0
strength.
1.1 3.1
1.2 3.2
1.3 3.3
1.4 3.4
1.5 3.5
1.6 3.6
1.7 3.7
1.8 3.8
1.9 3.9
2.0 4.0
Test No. 6
Location Secondary Residence - see PLATE 3 Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments
0.1 1 2.1
200 Clayey SAND fine-medium sands, brown, some fine gravel/silt, SC
moist, loose. 0.2 2 2.2
800 Sandy CLAY low plasticity, brown/ maroon brown, fine-medium CL 0.3 2 2.3
sands, some fine gravel/silt, moist, stiff. 0.4 2 2.4
1150 Silty CLAY low plasticity, brown, with fine sand, some fine gravel, CL 0.5 2 2.5
moist, very stiff.
0.6 2 2.6
1500 Clayey GRAVEL fine-medium gravel, maroon/ maroon brown, GC
with fine-coarse sand, moist, dense/very dense. 0.7 2 2.7
2500 ROCK - ARGILLITE extremely weathered, maroon / light brown, XW END 0.8 2 2.8
pockets of (GC) clayey GRAVEL, slightly moist/moist, very low
strength.
0.9 4 2.9
1.0 6 3.0
1.1 6 3.1
1.2 5 3.2
1.3 6 3.3
1.4 19 3.4
1.5 3.5
1.6 3.6
1.7 3.7
1.8 3.8
1.9 3.9
2.0 4.0
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"PRIMEX BIZ HUB" [email protected]
Bells Creek QLD 4551
Page 14
Soil Investigation Summary
Client Eco Cottages Date 28/10/2021
Site Address Lot 3, SP 127443, #44 Williams Rd, Kin Kin 4571 Job No SER 2507
Test No. 7
Location Secondary Residence - see PLATE 3 Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments
0.1 1 2.1
150 Clayey SAND fine sands, dark brown, with silt, moist, loose. SC
0.2 1 2.2
600 Gravely CLAY low plasticity, brown/ orange brown, fine-medium CL
gravel, with fine-medium sand, some silt, moist, firm/stiff. 0.3 2 2.3
1100 Silty CLAY low-medium plasticity, orange brown/ orange yellow, CL 0.4 1 2.4
with fine-medium sand, some fine gravel, moist, stiff/very stiff. 0.5 2 2.5
1500 Gravely CLAY low plasticity, maroon red/ red yellow, fine-coarse CL 0.6 4 2.6
gravel, with fine-coarse sand, some silt, moist, very stiff.
2600 ROCK - PHYLLITE extremely weathered, brown/ maroon brown, XW END
0.7 3 2.7
pockets of (GC) clayey GRAVEL, slightly moist/moist, very low 0.8 2 2.8
strength.
0.9 2 2.9
1.0 3 3.0
1.1 4 3.1
1.2 4 3.2
1.3 6 3.3
1.4 11 3.4
1.5 3.5
1.6 3.6
1.7 3.7
1.8 3.8
1.9 3.9
2.0 4.0
Test No. 8
Location Secondary Residence Effluent - see PLATE 3 Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments Effluent Soil Cat.
0.1 2.1
150 Clayey SAND fine-medium sands, brown/ SC 3 - Massive
dark brown, some fine gravel, trace silt, moist, 0.2 2.2
loose. 0.3 2.3
500 Silty CLAY low-medium plasticity, light brown/ CL 5 - Strongly 0.4 2.4
orange brown, with fine sand, some fine
gravel, moist, firm/stiff. 0.5 2.5
1100 Clayey SAND fine-medium sands, light SC 3 - Massive 0.6 2.6
brown/ grey brown, with fine-medium gravel, 0.7 2.7
moist, dense.
0.8 2.8
1700 Clayey GRAVEL fine-coarse gravel, light GC 4 - Massive
brown/ orange brown, with fine-medium sand, 0.9 2.9
slightly moist/moist, dense/very dense. 1.0 3.0
2000 ROCK - ARGILLITE distinctly/extremely DW/XW REFUSAL ON ROCK
1.1 3.1
weathered, light grey yellow/ grey, dry,
medium/low strength. 1.2 3.2
1.3 3.3
1.4 3.4
1.5 3.5
1.6 3.6
1.7 3.7
1.8 3.8
1.9 3.9
2.0 4.0
14/40 Claude Boyd Parade Office: 0413 951 991
"PRIMEX BIZ HUB" [email protected]
Bells Creek QLD 4551
Page 15
Soil Investigation Summary
Client Eco Cottages Date 28/10/2021
Site Address Lot 3, SP 127443, #44 Williams Rd, Kin Kin 4571 Job No SER 2507
Test No. 9
Location Secondary Residence Effluent - see PLATE 3 Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments Effluent Soil Cat.
0.1 2.1
200 Silty CLAY low plasticity, brown, with fine CL 4 - Moderately
sand, moist, firm. 0.2 2.2
700 Silty CLAY medium plasticity, orange brown/ CL (friable) 5 - Moderately 0.3 2.3
orange yellow brown, with fine sand, moist, 0.4 2.4
stiff.
0.5 2.5
1500 Silty CLAY low-medium plasticity, red/ red CL 5 - Strongly
brown/ red yellow, with fine sand, trace fine 0.6 2.6
gravel, moist, very stiff. 0.7 2.7
2000 Silty CLAY low plasticity, yellow brown/ light CL END 4 - Moderately 0.8 2.8
brown/ white, with fine sand, moist, very
stiff/hard. 0.9 2.9
1.0 3.0
1.1 3.1
1.2 3.2
1.3 3.3
1.4 3.4
1.5 3.5
1.6 3.6
1.7 3.7
1.8 3.8
1.9 3.9
2.0 4.0
Test No. 10
Location Secondary Residence Effluent - see PLATE 3 Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments Effluent Soil Cat.
0.1 2.1
200 Clayey SAND fine sands, dark brown/ black, SC 3 - Massive
with silt, moist, loose. 0.2 2.2
500 Silty CLAY low-medium plasticity, light brown/ CL 5 - Strongly 0.3 2.3
orange brown, with fine sand, moist, firm/stiff. 0.4 2.4
1100 Silty CLAY low-medium plasticity, orange CL 5 - Strongly 0.5 2.5
brown/orange yellow, with fine sand, trace fine
gravel, moist, stiff/very stiff. 0.6 2.6
1500 Clayey SAND fine sands, light brown, some SC 3 - Massive 0.7 2.7
fine gravel, moist, dense. 0.8 2.8
2500 Clayey SAND fine sands, light grey SC END 3 - Massive
brown/white, with silt, lenses of (XW) ROCK,
0.9 2.9
moist, dense/very dense. 1.0 3.0
1.1 3.1
1.2 3.2
1.3 3.3
1.4 3.4
1.5 3.5
1.6 3.6
1.7 3.7
1.8 3.8
1.9 3.9
2.0 4.0
14/40 Claude Boyd Parade Office: 0413 951 991
"PRIMEX BIZ HUB" [email protected]
Bells Creek QLD 4551
Page 16
Interpretations, Terms and Symbols Limitations 1. This document is supplied to a specific person for a specific purpose with the scope of review defined by the client’s requests and with reference to the relevant industry standards. 2. The details within this report are based on site and soil conditions encountered at that time. 3. Assessment methods and procedures are in accordance with the referenced standards. 4. The soil profiles presented represent that actual location and can be extrapolated to render an opinion on overall subsurface conditions within a defined area. 5. The transition between soil types and layers in both vertical and horizontal dimensions can be more gradual or abrupt than this document indicates and over time, manmade or natural events may alter the site conditions. 6. External documentation referenced which can be included: fill certification, soil profiles, laboratory test results and consolidation parameters are included with an acknowledgement and understanding that the conclusions are the responsibility of that documents author. Review Procedures AS 1289 Methods of Testing of Soils for Engineering Purposes AS 1726 Geotechnical Site Investigations AS 2870 Residential Slabs and Footings – Constructions AS 3798 Guidelines on Earthworks for Commercial and Residential Development AS 4055 Wind Loads for Housing The following glossary of terms used in the description of the prevailing soil conditions is compliant with Unified Classification System with soil profile depths recorded as the END depth of that soil type.
Page 17
D depth of that soil type.
Soil Descriptions
Description and Classification of Soils for Geotechnical Purposes: Refer to AS1726-1993 (Appendix A).
The following chart (adapted from AS1726-1993, Appendix A, Table A1) is based on the Unified Soil Classification System (USCS).
Soil Colour: Is described in the moist condition using black, white, grey, red, brown, orange, yellow, green or blue. Borderline cases can be described
as a combination of two colours, with the weaker followed by the stronger. Modifiers such as pale, dark or mottled, can be used as necessary. Where
colour consists of a primary colour with secondary mottling, it should be described as follows:
(Primary) mottled (Secondary). Refer to AS 1726-1993, A2.4 and A3.3.
USCS
Particle Group
Major Divisions Typical Names Laboratory Classification
size mm Symbol
% < 0.075 mm Plasticity of Cu= D60 Cc = (D 30)2
NOTES
(2) fine fraction D10 (D10)(D60)
BOULDERS
(more than half of material less than 63 mm is larger than 0.075mm)
200
COBBLES
63 Well graded gravels and
Between 1
GW gravel-sand mixtures, little or 0-5 >4 (1) Identify fines by
and 3
no fines
Use the gradation curve of material passing 63 mm for classification of fractions according to the criteria given in 'Major Divisions'
the method given
for fine-grained
Poorly graded gravels and
Fails to comply with soils.
GP gravel-sand mixtures, little or 0-5
COARSE GRAINED SOILS
GRAVELS coarse above
no fines, uniform gravels
(more than 20
half of Silty gravels, gravel-sand-silt Below 'A'
GM 12-50
mixtures (1) line or PI<4
coarse medium
fraction is Above 'A' line
Clayey gravels, gravel-sand
GC 12-50 and (2) Borderline
larger than 6 clay mixtures (1)
PI>7 classifications
2.36 mm) fine occur when the
Well graded sands and
2.36 Between 1 percentage of
SW gravelly sands, little or no 0-5 >6
and 3 fines (fraction
fines
SANDS smaller than
Poorly graded sands and
Fails to comply with 0.075 mm size)
(more than SP gravelly sands, little or no 0-5
coarse above is greater than
half of coarse fines
0.6 5% and less than
fraction is 12%. Borderline
Silty sands, sand silt mixtures Below 'A'
smaller than SM 12-50 classifications
(1) line or PI<4
2.36 mm) medium require the use
0.2 Above 'A' line of SP-SM,
Clayey sands, sand-clay
fine 0.075 SC 12-50 and GWGC.
mixtures (1)
PI>7
Inorganic silts, very fine
sands, rock flour, silty or
ML
(more than half of material less than 63 mm is smaller than 0.075 mm)
clayey fine sands or clayey
SILTS & CLAYS silts with slight plasticity
(Liquid Limit ≤50%)
Inorganic clays of low to
medium plasticity, gravelly
CL CI
clays, sandy clays, silty clays,
lean clays
FINE GRAINED SOILS
Organic silts and clays of low
OL
plasticity
Inorganic silts, mic- aceous
MH or diato-maceous fine sands
or silts, elastic silts
Inorganic clays of high
CH
SILTS & CLAYS plasticity, fat clays
(Liquid Limit >50%)
Organic silts and clays of high
OH
plasticity
HIGHLY ORGANIC Peat and other highly organic
PT
SOILS soils
Soil Moisture Condition: Is based on the appearance and feel of soil. Refer to AS 1726-1993, A2.5.
Page 18
Term Description
Cohesive soils; hard and friable or powdery, well dry of plastic limit.
Dry
Granular soils; cohesionless and free-running
Soil feels cool, darkened in colour.
Moist Cohesive soils can be moulded.
Granular soils tend to cohere.
Soil feels cool, darkened in colour.
Wet Cohesive soils usually weakened and free water forms on hands when handling.
Granular soils tend to cohere and free water forms on hands when handling.
Consistency of Cohesive Soils: May be estimated using simple field tests, or described in terms of a strength scale. In the field, the undrained shear
strength (su) can be assessed using a simple field tool appropriate for cohesive soils, in conjunction with the relevant calibration. Refer to AS 1726-1993,
Table A4.
Consistency - Essentially Cohesive Soils Soil Particle Sizes
SPT Undrained Unconfined
Shear Compressive
Term Field Guide Symbol “N” Term Size Range
Strength Strength
Value su (kPa) qu (kPa)
Oozes between fingers BOULDERS >200 mm
Very soft when squeezed in hand. VS 0-2 <12 <25 COBBLES 63-200 mm
Coarse GRAVEL 20-63 mm
Easily moulded with
Soft fingers. S 2-4 12-25 25-50 Medium GRAVEL 6-20 mm
Fine GRAVEL 2.36-6 mm
Can be moulded by strong Coarse SAND 0.6-2.36 mm
Firm pressure of fingers. F 4-8 25-50 50-100 Medium SAND 0.2-0.6 mm
Fine SAND 0.075-0.2 mm
Stiff St 8-15 50-100 100-200 SILT 0.002-0.075 mm
CLAY <0.002 mm
Not possible to mould with
Very stiff fingers. VSt 15-30 100-200 200-400
Can be indented with
Hard difficulty by thumb nail. H >30 >200 >400
Note: SPT - N to qu correlation from Terzaghi and Peck, 1967. (General guide only).
Consistency of Non-Cohesive Soils: Is described in terms of the density index, as defined in AS 1289.0-2000. This can be assessed using a field tool
appropriate for non-cohesive soils, in conjunction with the relevant calibration. Refer to AS 1726-1993, Table A5; BS5930-1999, p117.
Consistency - Essentially Non-Cohesive Soils
Term Symbol SPT N Value Field Guide Density Index (%)
Very loose VL 0-4 Foot imprints readily 0-15
Loose L 4-10 Shovels Easily 15-35
Medium dense MD 10-30 Shovelling difficult 35-65
Dense D 30-50 Pick required 65-85
Very dense VD >50 Picking difficult 85-100
Standard Penetration Test (SPT): Refer to. AS 1289.6.3.1-2004. Example report formats for SPT results are shown below:
Test Report Penetration Resistance (N) Explanation / Comment
4, 7, 11 N=18 Full penetration; N is reported on engineering borehole log
18, 27, 32 N=59 Full penetration; N is reported on engineering borehole log
4, 18, 30/15 mm N is not reported 30 blows causes less than 100 mm penetration (3rd interval) – test discontinued
30/80 mm N is not reported 30 blows causes less than 100 mm penetration (1st interval) – test discontinued
rw N<1 Rod weight only causes full penetration
hw N<1 Hammer and rod weight only causes full penetration
hb N is not reported Hammer bouncing for 5 consecutive blows with no measurable penetration – test
discontinued
Page 19
Rock Descriptions
Refer to AS 1726-1993 (Appendix A3.3) for the description and classification of rock material composition, including:
(a) Rock type (Table A6, (a) and (b))
(b) Grain size
(c) Texture and fabric
(d) Colour (describe as per soil).
The condition of a rock material refers to its weathering characteristics, strength characteristics and rock mass properties. Refer to AS 17261993
(Appendix A3 Tables A8, A9 and A10).
Weathering Condition (Degree of Weathering):
The degree of weathering is a continuum from fresh rock to soil. Boundaries between weathering grades may be abrupt or gradational.
Rock Material Weathering Classification
Weathering Grade Symbol Definition
Soil-like material developed on extremely weathered rock; the mass structure and substance fabric are no
Residual Soil RS
longer evident; there is a large change in volume but the material has not been significantly transported.
Extremely Weathered Rock is weathered to such an extent that it has 'soil' properties, i.e. it either disintegrates or can be remoulded
XW
Rock in water, but substance fabric and rock structure still recognisable.
Strong discolouration is evident throughout the rock mass, often with significant change in the constituent
Highly Weathered Rock HW
minerals. The intact rock strength is generally much weaker than that of the fresh rock.
Moderately Weathered Modest discolouration is evident throughout the rock fabric, often with some change in the constituent minerals.
MW
Rock The intact rock strength is usually noticeably weaker than that of the fresh rock.
Slightly Weathered Rock SW Rock is slightly discoloured but shows little or no change of strength from fresh rock.
Fresh Rock FR Rock shows no sign of decomposition or staining.
Notes:
1. Minor variations within broader weathering grade zones will be noted on the engineering borehole logs.
2. Extremely weathered rock is described in terms of soil engineering properties.
3. Weathering may be pervasive throughout the rock mass, or may penetrate inwards from discontinuities to some extent.
4. The ‘Distinctly Weathered (DW)’ class as defined in AS 1726-1993 is divided to incorporate HW and MW in the above table. The symbol DW should
not be used.
Strength Condition (Intact Rock Strength):
Strength of Rock Material
(Based on Point Load Strength Index, corrected to 50 mm diameter – Is(50). Field guide used if no tests available. Refer to AS 4133.4.1-2007.
Point Load
Term Symbol Index (MPa) Field Guide to Strength
Is(50)
Extremely Low EL ≤0.03 Easily remoulded by hand to a material with soil properties.
Material crumbles under firm blows with sharp end of pick; can be peeled with knife; too hard
Very Low VL >0.03 ≤0.1
to cut a triaxial sample by hand. Pieces up to 3 cm thick can be broken by finger pressure.
Easily scored with a knife; indentations 1 mm to 3 mm show in the specimen with firm blows
of the pick point; has dull sound under hammer. A piece of core 150 mm long by 50 mm
Low L >0.1 ≤0.3
diameter may be broken by hand. Sharp edges of core may be friable and break during
handling.
Readily scored with a knife; a piece of core 150 mm long by 50 mm diameter can be broken
Medium M >0.3 ≤1.0
by hand with difficulty.
A piece of core 150 mm long by 50 mm diameter cannot be broken by hand but can be broken
High H >1 ≤3
by a pick with a single firm blow; rock rings under hammer.
Very High VH >3 ≤10 Hand specimen breaks with pick after more than one blow; rock rings under hammer.
Specimen requires many blows with geological pick to break through intact material; rock rings
Extremely High EH >10
under hammer.
Notes:
1. These terms refer to the strength of the rock material and not to the strength of the rock mass which may be considerably weaker due to the effect of
rock defects.
2. Anisotropy of rock material samples may affect the field assessment of strength.
Page 20
APPENDIX B
Examples of Good Hillside
Construction
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APPENDIX B
Examples of Good Hillside
Construction
Page 21
AUSTRALIAN GEOGUIDE LR8 (CONSTRUCTION PRACTICE)
HILLSIDE CONSTRUCTION PRACTICE
Sensible development practices are required when building on hillsides, particularly if the hillside has more than a low risk of instability
(GeoGuide LR7). Only building techniques intended to maintain, or reduce, the overall level of landslide risk should be considered.
Examples of good hillside construction practice are illustrated below.
WHY ARE THESE PRACTICES GOOD?
Roadways and parking areas - are paved and incorporate kerbs which prevent water discharging straight into the hillside (GeoGuide
LR5).
Cuttings - are supported by retaining walls (GeoGuide LR6).
Retaining walls - are engineer designed to withstand the lateral earth pressures and surcharges expected, and include drains to prevent
water pressures developing in the backfill. Where the ground slopes steeply down towards the high side of a retaining wall, the disturbing
force (see GeoGuide LR6) can be two or more times that in level ground. Retaining walls must be designed taking these forces into
account.
Sewage - whether treated or not is either taken away in pipes or contained in properly founded tanks so it cannot soak into the ground.
Surface water - from roofs and other hard surfaces is piped away to a suitable discharge point rather than being allowed to infiltrate into
the ground. Preferably, the discharge point will be in a natural creek where ground water exits, rather than enters, the ground. Shallow,
lined, drains on the surface can fulfil the same purpose (GeoGuide LR5).
Surface loads - are minimised. No fill embankments have been built. The house is a lightweight structure. Foundation loads have been
taken down below the level at which a landslide is likely to occur and, preferably, to rock. This sort of construction is probably not
applicable to soil slopes (GeoGuide LR3). If you are uncertain whether your site has rock near the surface, or is essentially a soil slope,
you should engage a geotechnical practitioner to find out.
Flexible structures - have been used because they can tolerate a certain amount of movement with minimal signs of distress and
maintain their functionality.
Vegetation clearance - on soil slopes has been kept to a reasonable minimum. Trees, and to a lesser extent smaller vegetation, take
large quantities of water out of the ground every day. This lowers the ground water table, which in turn helps to maintain the stability of
the slope. Large scale clearing can result in a rise in water table with a consequent increase in the likelihood of a landslide (GeoGuide
LR5). An exception may have to be made to this rule on steep rock slopes where trees have little effect on the water table, but their
roots pose a landslide hazard by dislodging boulders.
Possible effects of ignoring good construction practices are illustrated on page 2. Unfortunately, these poor construction practices are
not as unusual as you might think and are often chosen because, on the face of it, they will save the developer, or owner, money. You
should not lose sight of the fact that the cost and anguish associated with any one of the disasters illustrated, is likely to more than wipe
out any apparent savings at the outset.
ADOPT GOOD PRACTICE ON HILLSIDE SITES
Australian Geomechanics Vol 42 No 1 March 2007
Page 22
AUSTRALIAN GEOGUIDE LR8 (CONSTRUCTION PRACTICE)
WHY ARE THESE PRACTICES POOR?
Roadways and parking areas - are unsurfaced and lack proper table drains (gutters) causing surface water to pond and soak into the
ground.
Cut and fill - has been used to balance earthworks quantities and level the site leaving unstable cut faces and added large surface loads
to the ground. Failure to compact the fill properly has led to settlement, which will probably continue for several years after completion.
The house and pool have been built on the fill and have settled with it and cracked. Leakage from the cracked pool and the applied
surface loads from the fill have combined to cause landslides.
Retaining walls - have been avoided, to minimise cost, and hand placed rock walls used instead. Without applying engineering design
principles, the walls have failed to provide the required support to the ground and have failed, creating a very dangerous situation.
A heavy, rigid, house - has been built on shallow, conventional, footings. Not only has the brickwork cracked because of the resulting
ground movements, but it has also become involved in a man-made landslide.
Soak-away drainage - has been used for sewage and surface water run-off from roofs and pavements. This water soaks into the ground
and raises the water table (GeoGuide LR5). Subsoil drains that run along the contours should be avoided for the same reason. If felt
necessary, subsoil drains should run steeply downhill in a chevron, or herring bone, pattern. This may conflict with the requirements for
effluent and surface water disposal (GeoGuide LR9) and if so, you will need to seek professional advice.
Rock debris - from landslides higher up on the slope seems likely to pass through the site. Such locations are often referred to by
geotechnical practitioners as "debris flow paths". Rock is normally even denser than ordinary fill, so even quite modest boulders are
likely to weigh many tonnes and do a lot of damage once they start to roll. Boulders have been known to travel hundreds of metres
downhill leaving behind a trail of destruction.
Vegetation - has been completely cleared, leading to a possible rise in the water table and increased landslide risk (GeoGuide LR5).
DON'T CUT CORNERS ON HILLSIDE SITES - OBTAIN ADVICE FROM A GEOTECHNICAL PRACTITIONER
More information relevant to your particular situation may be found in other Australian GeoGuides:
• GeoGuide LR1 - Introduction • GeoGuide LR6 - Retaining Walls
• GeoGuide LR2 - Landslides • GeoGuide LR7 - Landslide Risk
GeoGuide LR3 - Landslides in Soil • GeoGuide LR9 - Effluent & Surface Water Disposal
•
GeoGuide LR4 - Landslides in Rock GeoGuide LR10 - Coastal Landslides
•
GeoGuide LR5 - Water & Drainage • GeoGuide LR11 - Record Keeping
The Australian GeoGuides (LR series) are a set of publications intended for property owners; local councils; planning authorities;
developers; insurers; lawyers and, in fact, anyone who lives with, or has an interest in, a natural or engineered slope, a cutting, or an
excavation. They are intended to help you understand why slopes and retaining structures can be a hazard and what can be done with
appropriate professional advice and local council approval (if required) to remove, reduce, or minimise the risk they represent. The
GeoGuides have been prepared by the Australian Geomechanics Society, a specialist technical society within Engineers Australia, the
national peak body for all engineering disciplines in Australia, whose members are professional geotechnical engineers and engineering
geologists with a particular interest in ground engineering. The GeoGuides have been funded under the Australian governments’ National
Disaster Mitigation Program.
Australian Geomechanics Vol 42 No 1 March 2007
Page 23
PLATE 1
Site Plan & Development
Overlay
[OCR of page images]
PLATE 1
Site Plan & Development
Overlay
Page 24
NORTH
Bushfire Overlay
|
ys Riperian
Overlay
aoe ,
Ee.
Moderate High Landslide Hazard Overlay
Overall Site Plan
1: 5000
Site Information for
Proposed Residence & Second Dwelling
for
Alison & Andrew Cotterill
at
44 Williams Road, Kin Kin
Approx. Location of Proposed Second Dwelling
Approx. Location of Proposed Main Residence
QBCC Licence No. 1151985
P: 07 5442 6888
M: 0400 737 595
E: [email protected]
www.ecocottages.com.au
© 2012 Eco Cottages Pty Ltd
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PLATE 2 Primary Residence [OCR of page images] PLATE 2 Primary Residence
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PLATE 3 Secondary Residence [OCR of page images] PLATE 3 Secondary Residence
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