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Soils report for footings and effluent northern cabin
Geotechnical Soils
'Digging up all the Details'
ABN: 15 895 975 485
Soil Investigation Summary
Client Eco Cottages Date 2/11/2020
Site Address Lot 4, RP 852013, #53 Martins Road, Cooroy 4563 Job No SER 2184
Purpose Proposed Secondary Test Method: Vehicle Mounted Rig
Residence
Wind Category: N3 Attachments: Site Plan/ Subsoil Profiles/ Photographs
(Informative AS 4055)
Reference Documents:
- Architectural Plans by Sparks Architects, job no: 165, plan no:SD3.1/3.2
Site Details:
Description The allotment is 15.5797ha in area and regionally located over an undulating
plateau area. Locally the proposed secondary residence is situated on the
crown of a 'saddled' spur-line. Adjoining the building area are horse yards and
stables. The review area is fenced to the north and east. Access to the review
area is by an existing gravel track. The allotment is located in Noosa Shire. No
visual evidence of slope instability. It is understood the proposed structure is to
be supported by pad footings with a suspended timber floor. On-site effluent
disposal required with tank water supply. Photographs attached.
Topography The allotment is upon an undulating elevated plateau with a series of
meandering and elongated spur-lines. Locally the review area represents the
crown and near flank of a 'saddled' spur-line. The crown has a minimal fall
and the eastern flank grades at 1: 9 (V:H) and 1:7. Waxing contours.
Vegetation Short sparse pasture grasses with a very large gum tree to the south of the
proposed building area. The fence line (eastern) boundary has numerous
large trees established.
Drainage The spur-line has divergent contours and is well drained. Runoff disperses
primarily to the west and east and minor fall to the north.
Geology Described as the Kin Kin Beds that is typically represented by phyllite, arenite
and argillite rock types.
Soil Profile To establish soil profiles within the proposed residential and effluent application
areas, four boreholes (BH) were advanced by a small vehicle mounted drilling
rig. In addition, dynamic cone penetrometer testing (DCP) was carried out
adjacent BH 1/2. Test locations shown on PLATE 1 and subsoil profiles / test
values in APPENDIX A. Homogenous soil profiles with friable (CL) and localised
(CH) sandy/ silty CLAYS. No consistent rock within 2.0 metres of the surface,
however, the clays below 1.5 metres in BH 2 had some phyllite rock. The soil
profile was found to have stiff and very stiff/ hard clay consistency values.
Discussion Residential founding should consider-:
/ Remarks
- topographic setting (saddle spur-line)
- friable light clays
- stiff/ very stiff clay consistencies
- adjacent large gum tree
- reference to AS 2870, Appendix H 'Guide to Design of Footings for Trees'
- on-site effluent disposal required
14/40 Claude Boyd Parade Office: 0413 951 991
"PRIMEX BIZ HUB" [email protected]
Bells Creek QLD 4551
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Soil Investigation Summary
Client Eco Cottages Date 2/11/2020
Site Address Lot 4, RP 852013, #53 Martins Road, Cooroy 4563 Job No SER 2184
Laboratory Data: Database records for (CL/CH) friable clays residual to the Kin Kin Beds are-:
- Plasticity Index 20%
- Linear Shrinkage 9.5%
- Estimated Instability Index 0.8%
Site Classification: In accordance with AS 2870 and based on clay reactivity, the characteristic
(AS 2870-2011) surface movement (Ys) calculates to range 20 - 25mm or 'M'.
Estimated Cut N/A
Estimated Fill N/A
Site Scrape Only Yes
Piers N/A
Removal of Trees No
Design Effluent On-site effluent disposal required with tank water supply. We have been
Remarks: advised an AES effluent system is proposed. The landowner confirmed the
eastern flank is the preferred effluent land application area. Boreholes were
advanced to depths of at least 2.0 metres. Boreholes 1/2 on the crown and
3/4, the eastern flank. All clays were observed to be friable and a design soil
category of strongly structured / 5 - light clay is apparent.
14/40 Claude Boyd Parade Office: 0413 951 991
"PRIMEX BIZ HUB" [email protected]
Bells Creek QLD 4551
Page 3
Figure 1 Eastern flank - effluent application
Figure 2 Northeastern aspect
Geotechnical Soils Pty Ltd
ABN: 15 895 975 485
Sunshine Coast, Queensland
Office: 0413 951 991
[email protected]
www.geotechnicalsoils.com.au
Page 4
Figure 3 View north to south
Figure 4 Distant view south to north
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 5 Crown area and large gum tree/ stables/ yards
Geotechnical Soils Pty Ltd
ABN: 15 895 975 485
Sunshine Coast, Queensland
Office: 0413 951 991
[email protected]
www.geotechnicalsoils.com.au
Page 6
APPENDIX A Sub Soil Profiles [OCR of page images] APPENDIX A Sub Soil Profiles
Page 7
Soil Investigation Summary
Client Eco Cottages Date 2/11/2020
Site Address Lot 4, RP 852013, #53 Martins Road, Cooroy 4563 Job No SER 2184
Test No. 1
Location See PLATE 1 - secondary residence Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments
0.1 2 2.1
250 Silty CLAY low plasticity, dark grey yellow brown, with fine sand, CL
trace fine gravel, moist, firm. 0.2 1 2.2
500 Silty CLAY low-medium plasticity, orange yellow brown, with fine CL 0.3 1 2.3
sand, trace fine gravel, moist, firm/stiff. 0.4 2 2.4
1200 Sandy CLAY medium plasticity, red/ orange yellow brown, fine CL 0.5 2 2.5
sands, with silt, some fine-medium gravel, moist, stiff/very stiff.
0.6 3 2.6
1600 Sandy CLAY low-medium plasticity, orange brown/ orange yellow CL
brown, fine-medium sands, with fine gravel, moist, very stiff. 0.7 4 2.7
2100 Silty CLAY medium plasticity, light brown/ grey yellow brown, CL END 0.8 4 2.8
some fine sand, moist, very stiff/hard.
0.9 5 2.9
1.0 6 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. 2
Location See PLATE 1 - secondary residence/ effuent application Test Values (per 100mm)
Procedure:AS 1289.6.3.2/3-1997
Depth Origin Description (Unified Classification) Symbol Comments Effluent Soil Cat.
0.1 3 2.1
200 Clayey SAND fine-coarse sands, grey yellow SC 3 - Massive
brown, with silt, some fine gravel, moist, 0.2 3 2.2
medium dense. 0.3 3 2.3
350 Silty CLAY low-medium plasticity, yellow/ CL 5 - Strongly 0.4 3 2.4
orange yellow/ grey yellow, with fine sand,
trace fine gravel, moist, stiff. 0.5 4 2.5
750 Silty CLAY medium plasticity, red/ orange CL 5 - Strongly 0.6 8 2.6
yellow brown, with fine sand, some fine 0.7 6 2.7
gravel, moist, very stiff.
0.8 6 2.8
1500 Sandy CLAY low-medium plasticity, orange CL 5 - Strongly
brown, fine-coarse sands, with fine gravel, 0.9 6 2.9
moist, very stiff. 1.0 8 3.0
2000 Sandy CLAY yellow/ light yellow, fine-coarse CL/XW 4 - Massive
1.1 3.1
sands, some fine gravel, interbedded with
(XW) ROCK, moist, hard. 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 8
Soil Investigation Summary
Client Eco Cottages Date 2/11/2020
Site Address Lot 4, RP 852013, #53 Martins Road, Cooroy 4563 Job No SER 2184
Test No. 3
Location See PLATE 1 - effuent application 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 Sandy CLAY low plasticity, grey yellow brown, CL 4 - Moderately
fine-coarse sands, with silt, some fine gravel, 0.2 2.2
slightly moist, firm. 0.3 2.3
700 Sandy CLAY medium plasticity, red/ orange CL 5 - Strongly 0.4 2.4
yellow brown, fine sands, with silt, some fine
gravel, moist, firm/stiff. 0.5 2.5
1400 Sandy CLAY low-medium plasticity, orange CL 5 - Strongly 0.6 2.6
brown, fine-coarse sands, with fine-medium 0.7 2.7
gravel, some silt, moist, stiff/very stiff.
0.8 2.8
2000 Sandy CLAY low plasticity, yellow brown, fine- CL END 4 - Moderately
coarse sands, with fine gravel, some silt, 0.9 2.9
slightly moist/moist, very stiff/hard. 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 See PLATE 1 - effuent application 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 brown, CL 4 - Moderately
with fine-coarse sand, some fine gravel, 0.2 2.2
slightly moist/moist, firm. 0.3 2.3
600 Silty CLAY low-medium plasticity, red brown/ CL 5 - Strongly 0.4 2.4
light brown, with fine-coarse sand, trace fine
gravel, moist, firm/stiff. 0.5 2.5
1000 Silty CLAY medium plasticity, red/ red brown, CL 5 - Moderately 0.6 2.6
some fine sand, trace fine gravel, moist, 0.7 2.7
stiff/very stiff.
0.8 2.8
1500 Sandy CLAY low plasticity, orange yellow CL 5 - Strongly
brown, fine-coarse sands, with silt, some fine 0.9 2.9
gravel, moist, very stiff. 1.0 3.0
2000 Sandy CLAY low plasticity, yellow, fine-coarse CL END 4 - Moderately
1.1 3.1
sands, with fine gravel, slightly moist/moist,
very stiff/hard. 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 9
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 10
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 11
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 12
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 13
PLATE 1 Test Locations [OCR of page images] PLATE 1 Test Locations
Page 14
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