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J1701210 001 R Rev1 25 October 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | 8 ABN: 64 625 054 729
8.2 Site Subsoil Class
We have assessed the site subsoil class in accordance with AS1170.4 ‐ 2007, “Earthquake Design Actions – Australia”.
We consider that a site subsoil class of ‘Ce’ is appropriate for the site.
8.3 Site Preparations
Granular soils are generally present at the surface over most of the site however there are some areas where clayey
soils are present at the surface or at shallow depth. Clayey and fine soils can perform poorly (with respect to bearing
capacity, settlement under load and trafficability) when wet. The following site preparation measures are aimed at
minimising adverse effects and at preparation of the site prior to construction of structures founded on shallow
footings and pavements.
The following site preparation measures must be followed below the building footprint and the pavements (plus at
least 1 m outside the perimeter of slabs, footings and pavements):
Strip vegetation from the site including grubbing out of any roots.
Strip and stockpile topsoil from the site for potential re‐use in non‐structural applications. Generally, a
50 mm strip should be adequate in most areas (sufficient to remove the vegetation).
Excavate or shape surface to required levels (i.e. to underside of warehouse slab and pavements).
Check moisture content of in‐situ exposed material to at least 0.5 m below surface;
o If ground is dry, tine soil with a grader or dozer and moisture condition to within 2% of optimum
moisture content (OMC);
o if ground is moist and easily excavatable, no moisture conditioning is required;
Proof compact the soil with at least 4 passes of a vibrating smooth drum roller (minimum static weight:
10 tonnes). Note: this should not be undertaken when the subgrade is wet given the presence of areas of
clayey soils at the surface and shallow depth. Any areas not responding to compaction, or are rutting or
heaving, must be over‐excavated and replaced with compacted approved inert fill in accordance with
Section 8.4.
Fill to required levels, using approved fill (see Section 8.4) placed and compacted in layers of no greater than
300 mm loose thickness, ensuring to achieve the density specified in Section 8.5.
Excavate footing trenches and compact the exposed bases to achieve the density specified in Section 8.5 to a
depth of at least 0.9 m below all footings. Where clay is exposed at footing bases, it should be compacted
with a ‘jumping jack’ or plate compactor, solely to tighten the base. If soft zones are identified in the base, or
if the base is wet, these should be trimmed back to expose underlying stiff clay and blinding concrete used to
make up levels.
The fill present across most of the site is generally of a sandy nature but does contain zones of deleterious material
such as organics and rotting vegetation. It is essential that the exposed surface of the subgrade and the base of
footing trenches are inspected by a suitably experienced person prior to placement of ground slabs, footings or
pavements.
It is strongly recommended that earthworks on this site be done in drier months of the year (November to March). In
areas where clayey soils are at or close to the surface we anticipate that construction difficulties may be experienced
during the wetter times of the year. Heaving and rutting of the clayey soils may occur during wet
periods. Furthermore, the base of any excavation will soften if water is allowed to pond.
Additionally, compaction and trafficking of the site must NOT be attempted when the site is wet (i.e. following rainfall
or if the site has been over‐wetted during moisture conditioning). It will be necessary to let the site dry out or to trim
J1701210 001 R Rev1 25 October 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | 9 ABN: 64 625 054 729
wet soil off to expose underlying drier material. Attempting to traffic or compact any wet clayey soil is likely to result
in soil disturbance and significant softening of any clayey soils.
8.4 Approved Fill
Where on‐site or imported material is used as structural fill, it must comply with the material requirements of AS 3798
(2007) “Guidelines on Earthworks for Commercial and Residential Developments”.
Any organic‐rich soil must not be used.
Generally, the surficial sand fill is suitable for re‐use as structural fill provided that all deleterious materials such as
organics are removed.
Where localised excavation into clayey soils is required to remove poor ground or deleterious material we consider
the hole so formed should be backfilled with lean mix concrete, where the hole is relatively small. For larger holes we
recommend the use of crushed limestone fill.
Where doubt exists, a geotechnical engineer must be engaged to inspect and approve the use of potential fill
materials.
8.5 Compaction
Approved granular fill must be compacted using suitable compaction equipment to achieve a dry density ratio of at
least 95% MMDD (maximum modified dry density) as determined in accordance with AS 1289.5.2.1 at a moisture
content within 2% of optimum moisture content (OMC).
The in situ clayey soils and any clayey fill must be compacted to a dry density ratio of at least 95% SMDD (standard
maximum dry density) as determined in accordance with AS 1289.5.1.1 at a moisture content within 2% of optimum
moisture content (OMC).
For any soil with more than about 5% fines (including the silty and clayey materials on‐site), nuclear density gauge
testing must be done for compaction control in accordance with AS 1289.5.8.1.
Where clean sand (<5% gravel, <5% fines) is used as inert fill, a Perth sand penetrometer (PSP) may be used for
compaction control in accordance with AS1289.6.3.3. The following minimum blow counts may be assumed to
correspond to a DDR of 95% MMDD:
0‐150 mm: SET
150‐450 mm: 8
450‐750 mm: 10
750‐1050 mm: 12 (or 750‐900 mm: 6).
If difficulties are experienced in achieving the required blow count, an on‐site PSP calibration should be undertaken to
determine the site‐specific blow count correlating to the required dry density ratio.
Over‐excavation and replacement of loose/soft materials must be done where the minimum dry density ratio cannot
be achieved.
Fill must be placed in horizontal layers of not greater than 0.3 m loose thickness. Each layer must be compacted by
suitable compaction equipment, and carefully controlled to ensure even compaction over the full area and depth of
each layer.
J1701210 001 R Rev1 25 October 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | 10 ABN: 64 625 054 729
After compaction, verify that the required level of compaction has been achieved by testing to a minimum depth of
0.3 m:
On each lift of fill on a 40 m grid
At each spread footing location;
At 15 m centres along strip footings; and
On a grid of 15 m centres below on‐ground slabs and pavements.
8.6 Footings
Structures may be founded on shallow footings and on‐grounds slabs. Table 5 and Table 6 give allowable bearing
pressure and estimated settlements for pad footings and strip footings at an embedment depth of 0.5 m. These
values assume that the site preparation procedures in Section 8.3 are followed.
Table 5: Pad Footing Allowable Bearing Pressures and Estimated Settlements
Minimum Footing Embedment (m)
Minimum Footing Dimension (m)
Allowable Bearing Pressure (kPa)
Estimated Settlement (mm)
0.5
0.5 160 <5
1.0 160 5‐10
1.5 160 10‐15
2.0 150 15‐20
2.5 150 15‐20
1.0
0.5 170 <5
1.0 170 5‐10
1.5 170 10‐15
2.0 160 15‐20
2.5 160 15‐20
Table 6: Strip Footing Allowable Bearing Pressures and Estimated Settlements
Minimum Footing Embedment (m)
Minimum Footing Dimension (m)
Allowable Bearing Pressure (kPa)
Estimated Settlement (mm)
0.5
0.5 140 5‐10
1.0 140 10‐15
1.5 140 20‐25
2.0 120 20‐25
1.0
0.5 160 10‐15
1.0 150 15‐20
1.5 140 20‐25
2.0 120 20‐25
Allowable bearing pressures for footings of intermediate plan dimensions to those tabulated can be interpolated.
Footings that have a plan dimension either smaller or larger than those covered by tables above will need to be
considered individually along with other embedment depths. Footings carrying significant eccentric loading, such as
below retaining walls, must be assessed separately.
J1701210 001 R Rev1 25 October 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | 11 ABN: 64 625 054 729
An allowable working bearing pressure of 160 kPa is considered to be an upper limit for footings to limit total and
differential settlements as well as the risk of long‐term creep settlement which may occur under high bearing
pressures.
The settlement of the proposed structure will depend upon a number of factors including the applied pressures,
footings size and base preparation. The estimates of settlement provided above assume that the site preparation
measures in Section 8.3 have been completed. The estimated settlements are for the working bearing pressure values
shown. Differential settlements of up to half of the total estimated settlement values are likely between footings of
similar sizes, loads and elevations. About 50% of the settlement is expected to occur during construction.
All footing excavations must be checked by a competent person prior to blinding.
8.7 Earth Retaining Structures
Retaining structures may be designed in accordance with AS 4678 (2002) “Earth Retaining Structures”. We
recommend that all retaining walls at the site be backfilled with free‐draining fill, e.g. sand (imported free draining
sand fill with less than 5% fines).
For the design of retaining structures, the parameters presented in Table 7 are considered appropriate for compacted
sand backfill.
Table 7: Retaining Wall Geotechnical Design Parameters
Soil Type Bulk
Density (kN/m3)
Angle ofInternalFriction(deg.)
Wall Friction = 0° Wall Friction = 0.5Φ
Coefficientof Active Earth
Pressure, Ka
Coefficient of Passive Earth
Pressure, Kp
Coefficient of Active Earth
Pressure, Ka
Coefficient of Passive Earth
Pressure, Kp
Compacted sand or gravel fill 18 35 0.27 3.7 0.24 6.1
Notes: 1. Earth pressure coefficients are provided in this table for conditions of zero friction between the wall and the soil
and with wall friction of 0.5Φ′.
2. The retaining wall designer should make an independent assessment of the parameters appropriate to the
construction method to be used, including alternative values of wall friction.
3. A horizontal ground surface behind the wall has been assumed
Retaining walls must be backfilled with free‐draining granular fill.
Compaction plant can augment the lateral earth pressure acting on retaining walls. Hand operated compaction
equipment is recommended within 2 m of any retaining walls to minimise compaction pressures.
It is important to note that some ground movement will occur behind any soil retaining system, including gravity
retaining walls. Detailed design of retaining structures should be undertaken using methods appropriate to the
proposed retention system.
8.8 Excavations and Slopes
Based on the soil profile encountered, we consider that excavation of the sandy and underlying clayey soils will be
readily achieved to a depth of at least 2 m using conventional earthmoving equipment (i.e. with a 10 tonne or larger
excavator with a toothed bucket). The possible presence of obstructions such as cemented layers in the clayey soil
must be taken into account when selecting excavation equipment.
J1701210 001 R Rev1 25 October 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | 12 ABN: 64 625 054 729
Excavations in sand are prone to instability unless support is provided.
Excavations in the surficial sandy soils at the site must be battered at slopes no steeper than 1V:2H for temporary
slopes and 1:3H for permanent slopes above the water table. Even at these slopes angles, erosion and rilling is likely
to occur especially during significant rainfall events. In the underlying clayey soil, slopes should be no steeper than
1V:1H above the water table (for temporary slopes open less than a week).
Surcharges (such as structures, plant and soil stockpiles) must not be placed at or close to the crest of unsupported
excavations.
A geotechnical engineer must be consulted where there is any doubt regarding the stability or safety of unsupported
excavations.
For calculation of earthworks volumes bulking factors of 30% and 10% can be used for clayey and sandy soils
respectively.
8.9 Stormwater Disposal
The results of the infiltration tests conducted on the site varied with permeabilities values ranging from <0.1 m/day to
8.2 m/day. Given this variability and the presence of clayey soils at shallow depth, we consider that the soils are not
suitable for the disposal of stormwater via soak wells.
We consider stormwater should be disposed of into the drainage basin located in the south east corner of the site
using a closed pipe drainage system.
8.10 Effluent Disposal
Numerous constant head permeability tests (Guelph tests) were conducted across the site to delineate areas suitable
for disposal of effluent. Based on the results of the tests, two areas were selected for disposal of effluent. These
areas are located adjacent to the south east side of the proposed warehouse and to the north east of the proposed
warehouse between the area of proposed medium duty pavements and a proposed access road and car park. The
extent of these areas is shown on Figure 1.
The soils have been classified in accordance with Table 5.1 of AS1547 (2012), with testing zones classified below:
South East Area
The soils in this area generally vary between Soil Category 5C (“Light Clays ‐ Weakly structured or massive”) through to
Soil Category 1 (“Gravels and sands ‐ Structureless”).
The constant head permeability test results recorded in this area ranged from 0.06 m/day to >3.0 m/day.
North East Area
The constant head permeability test results recorded in this area ranged from 0.57 m/day to 0.18 m/day.
Based on the results recorded we consider that effluent should be able to be disposed of by way of leach drains
discharging into the above areas. These areas should be sized assuming a design permeability of 0.2 m/day.
Leach drains should be located no closer than:
The soils in this area generally vary between Soil Category 4A (“Clay Loams ‐ High/moderate structured”) through to
Soil Category 5A (“Light Clays ‐ Strongly Structured”)
J1701210 001 R Rev1 25 October 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | 13 ABN: 64 625 054 729
3 m from structures; and
1.2 m from the edge of pavements.
8.11 Sub‐soil Drainage
Given that the site will be almost fully covered with the warehouse and concrete and sealed pavements, has a
groundwater table below 5 m depth and stormwater drainage is to be collected in a closed pipe system discharging
into a sump we do not consider that subsoil drainage is required.
Notwithstanding that no subsoil drains are considered necessary subsoil drains will be required at the base of and
immediately behind retaining walls to ensure there is no build up in water behind the walls. Alternatively weep holes
could be provided to allow water to drain from behind retaining walls.
8.12 Pavement Subgrades
Where design of flexible pavements is undertaken, a subgrade California bearing ratio (CBR) of 10% may be assumed
for pavement thickness design. This CBR assumes that the site preparation requirements outlined in Section 8.3 have
been carried out in pavement subgrade areas and there is at least 0.5 m of compacted sand above the clayey strata.
Where there is less than 0.5 m of inert sand cover, a CBR of 5% should be adopted.
9. ACID SULFATE SOILS
The Department of Water and Environmental Regulation (DWER) Acid Sulfate Soils (ASS) risk mapping shows that the
site has a moderate to low risk of acid sulfate soils. An ASS study is therefore not commonly required unless
dewatering is proposed. As the groundwater level is expected to be at a depth of at least 5 m there should be no
need for dewatering and therefore no need for an ASS study.
10. CLOSURE
We draw your attention to Appendix J of this report, “Understanding your Report”. The information provided within
is intended to inform you as to what your realistic expectations of this report should be. This information is provided
not to reduce the level of responsibility accepted by Galt, but to ensure that all parties who rely on this report are
aware of the responsibilities each assumes in so doing.
GALT GEOTECHNICS PTY LTD
Fred Davenport CPEng Kieran Harris
Geotechnical Engineer Geotechnical Engineer
O:\Jobs\2017\J1701210 ‐ Logos Property SI Hazelmere\03 Correspondence\J1701210 001 R Rev1.docx
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BH01
BH02
BH03
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MW01CPT01
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CPT03
BH05
CPT04
BH06
CPT05
TP01
TP02
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TP04
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HA02
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Job No
O:\Jobs\2017\J1701210 - Logos Property SI Hazelmere\09 GIS\04 MXD\J1701210-001.mxd (damonclark) 25/10/2017 12:24:47 PM
SCALE
DRAWN
CHECKED
DATE DRAWN
DATE CHECKED
1:1,000
GDA 1994 MGA Zone 50PROJECTION
KH
19/10/2017
DAC
(A3)
Roe Hwy
Midland Rd
PERTHFremantle
WundowieWanneroo
SITE LOCATION
LOGOS PROPERTYPROPOSED TOLL WAREHOUSE DISTRIBUTION ANDOFFICE DEVELOPMENTLOT 11 TALBOT ROAD, HAZELMERESITE & LOCATION PLAN
FIGURE 1J1701210
25/10/2017
0 10 20 30 40 50
Meters
LegendSite BoundaryProposed Effluent Infiltration Areas
Ñ
+
+ Borehole!Ñ
+
+ Groundwater Monitoring Well
#I Cone Penetration TestÐ#
A Hand Auger BoreholeÐ#!
A Hand Auger Borehole / Permeability Test)Ó"" Test Pit
COPYRIGHT © 2017 THIS FIGURE AND ITS CONTENTS REMAINS THE PROPERTY OF GALTGEOTECHNICS PTY LTD AND MAY NOT BE REPRODUCED WITHOUT PRIOR APPROVAL.THIS FIGURE SHOULD BE READ IN CONJUNCTION WITH THE ACCOMPANYING REPORT.
ACNTelAddress
: 138 490 865: +61 (0)8 6272-0200
Galt Geotechnics Pty Ltd
: Unit 4, 15 Walters DriveOsborne Park WA 6017
© Landgate (2017)
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
ABN: 64 625 054 729
Appendix A: Data from Previous Studies
Legend
0
No Environmental samples taken D 0.2
No PID - No PPM 0.75
1
D
2 1.8
2.3
3 3D
4 4Red sandy clay SW/SC
5m D 5
Red-white sandy clay SW/SC
6 M 6White-brown sandy clay SC
6.3
7
Brown-white sandy clay SC
8 M 8Brown sandy clay SC
9 9
10m Light grey sandy clay W 10
11
12 Riser installed 0.6m above ground level
SAMPLES: D=Disturbed B=Bulk U=Undisturbed TESTS: HPEN=Pentrometer SPT=Split-Spoon CPT=Cone WATER Lvl =Strike =Rest OTHERS:
Stability: Type: Project Ref: Position:
Groundwater: Method: Start:
Finish: Co-ords:
Plant: Project: Filled: Co-ords:
Sci: Level:
Remarks: Client: Drawn:
Ckd:
6467450
-
19/12/14
1 of 1Title Sheet:
MW1
N:
Backfilled with Arisings - No Hydrocabon or Chemical Odour was detected Perpetual Corporate Trust Ltd
Geoprobe 7822DT Hazelmere North
MW
19/12/14
Auger (SS) 19/12/14 406611E:
Geoprobe 153
SAMPLING AND TESTINGmAHD mBGL
STRATASTRATA DESCRIPTION Monitoring Well (Monument
Cover)
USC
S
Moi
stur
e
Water
End of BH @ 11.3m
Ground Level
Grey-brown sand with brown gravel (course). VL well graded sand with gravel SW
Red-orange sand with clay and some gravel SW/SC
Orange sand with clay and some gravel inclusions SW/SC
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
ABN: 64 625 054 729
Appendix B: Site Photographs
J1701210 001 R Rev1 25 October 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | B1 ABN: 64 625 054 729
Photograph 1: View of site looking east from north west corner.
Photograph 2: View of site looking south from north west corner.
J1701210 001 R Rev1 25 October 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | B2 ABN: 64 625 054 729
Photograph 3: View of site looking north from south east corner.
Photograph 4: View of drainage sump in south east corner of site.
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
ABN: 64 625 054 729
Appendix C: Borehole Reports
EXPLANATORY NOTES TO BE READ WITHBOREHOLE AND TEST PIT REPORTSMETHOD OF DRILLING OR EXCAVATION
AC Air Core E Excavator PQ3 PQ3 Core BarrelAD/T Auger Drilling with TC-Bit EH Excavator with Hammer PT Push TubeAD/V Auger Drilling with V-Bit HA Hand Auger R Ripper
AT Air Track HMLC HMLC Core Barrel RR Rock RollerB Bulldozer Blade HQ3 HQ3 Core Barrel SON Sonic Rig
BH Backhoe Bucket N Natural Exposure SPT Driven SPTCT Cable Tool NMLC NMLC Core Barrel WB WashboreDT Diatube PP Push Probe X Existing Excavation
SUPPORTT Timbering
PENETRATION EFFORT (RELATIVE TO THE EQUIPMENT USED)VE Very Easy E Easy F FirmH Hard VH Very Hard
WATERWater Inflow Water LevelWater Loss (complete)Water Loss (partial)
SAMPLING AND TESTINGB Bulk Disturbed Sample P Piston Sample
BLK Block Sample PBT Plate Bearing TestC Core Sample U Undisturbed Push-in Sample
CBR CBR Mould Sample U50: 50 mm diameterD Small Disturbed Sample SPT Standard Penetration TestES Environmental Soil Sample Example: 3, 4, 5 N=9EW Environmental Water Sample 3,4,5: Blows per 150 mmG Gas Sample N=9: Blows per 300 mm after
HP Hand Penetrometer 150 mm seating intervalLB Large Bulk Disturbed Sample VS Vane Shear; P = PeakM Mazier Type Sample R = Remoulded (kPa)
MC Moisture Content Sample W Water Sample
ROCK CORE RECOVERYTCR = Total Core Recovery (%)
RQD = Rock Quality Designation (%)
TCL Length of Core RunCRL Length of Core Recovered
ALC>100 Total Length of Axial Lengths of Core Greater than 100 mm Long
100TCL
CRL
100100
TCL
ALC
O:\Administration\Standard Forms and Documents\PMP19 Explanatory Notes Rev2Galt Form PMP19
August 2017
METHOD OF SOIL DESCRIPTIONBOREHOLE AND TEST PIT REPORTSGRAPHIC LOG & UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) SYMBOLSGraphic USCS Graphic USCS
SM
ML
GP MH
GW CL
GC CI
GM CH
SP OL
SW OH
SC PtNOTE: Dual classification given for soils with a fines content between 5% and 12%.
SOIL CLASSIFICATION AND INFERRED STRATIGRAPHY
CoarseMedium
FineCoarse
MediumFineSILTCLAY
Symbol TermVE Very easyE EasyF FirmH Hard
VH Very hard
Symbol Term Material Symbol DensityIndex (%)
VS Very Soft VL <15S Soft L 15 to 35F Firm MD 35 to 65St Stiff D 65 to 85
VSt Very Stiff VD >85H Hard
Very Dense
Loose
>25%
Very Loose
Soil may be easilydisaggregated by hand
in air or waterEffort is required todisaggregate the soil
by hand in air or water
Weakly cemented
Moderately cemented
50 to 1002% to 25%
<2%
Organic Content% of dry mass
Medium DenseDense
Soil descriptions are based on AS1726-2017. Material properties are assessed in the field by visual/tactile methods in combination with field andlaboratory testing techniques (where used).NOTE: AS 1726-2017 defines a fine grained soil where the total dry mass of fine fractions (<0.075 mm particle size) exceeds 35%.
DENSITY
Term
<0.002
PARTICLE SIZE PLASTICITY - MODIFIED CASAGRANDE CHART - AS1726-2017
CEMENTATIONMOISTURE CONDITIONRESISTANCE TO EXCAVATIONDescription
All resistances arerelative to the selectedmethod of excavation
Cementation Description
Particle Size (mm)>200
63 to 200
Clayey GRAVEL
Silty GRAVEL
SAND (poorly graded)
SAND (well graded)
Clayey SAND
Soil Name
FILL (various types)
COBBLES / BOULDERS
GRAVEL (poorly graded)
GRAVEL (well graded)
Soil Name
Silty SAND
SILT (low liquid limit)
CLAY (low plasticity)
SILT (high liquid limit)
100 to 200>200
DryTerm
MoistWetW
Peat
CONSISTENCY
0 to 12 Inorganicsoil
ORGANIC SOILS
Organic soil
12 to 2525 to 50
Undrained ShearStrength (kPa)
PEAT
Organic SILT (high liquid limit)
Organic SILT (low liquid limit)
CLAY (high plasticity)
CLAY (medium plasticity)
FINES
SymbolDM
Soil NameBOULDERSCOBBLES
GRAVEL
SAND0.075 to 0.21
0.002 to 0.075
19 to 636.7 to 192.3 to 6.7
0.6 to 2.360.21 to 0.6
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100
PLAS
TIC
ITY
IND
EX I p
, %
LIQUID LIMIT WL, %
CH or OH
MH or OHCL or OL
ML or OLCL - ML
A Line
CI or OI
U Line
O:\Administration\Standard Forms and Documents\PMP17 Method of Soil Description-Rev5
Galt Form PMP17August 2017
GR
AP
HIC
LOG
B(BH01-1)
B(BH01-2)
B(BH01-3)
B(BH01-4)
SAMPLE ORFIELD TEST
FILL: SAND: fine to medium grained, sub-angular tosub-rounded, grey, with some non-plastic fines, trace fine tocoarse grained, sub-angular limestone gravel
FILL: SAND: fine to medium grained, sub-angular tosub-rounded, yellow brown, trace fine grained lateritic gravel
Clayey SAND / Sandy CLAY: fine to medium grained,sub-angular to sub-rounded sand, orange, low plasticity fines,orange, with some fine to medium grained lateritic gravel
Gravelly CLAY: low to medium plasticity, yellow, fine to mediumgrained, sub-angular gravel, trace fine to medium grained,sub-angular to sub-rounded sand
CLAY: medium to high plasticity, red orange, trace fine to mediumgrained, sub-angular to sub-rounded sand
Hole terminated at 2.00 mTarget depthGroundwater not encountered
MD
D
M
SP
SP
SC /CL
CL-CI
CI-CH
AD
/V
E
F
Sketch & Other Observations
CO
NS
IST
EN
CY
DE
NS
ITYSOIL/ROCK MATERIAL DESCRIPTION
MO
IST
UR
EC
ON
DIT
ION
Sampling
US
CS
SY
MB
OL
RE
CO
VE
RE
D
DE
PT
H(m
etre
s)
DEPTH
Field Material DescriptionDrilling
ME
TH
OD
PE
NE
TR
AT
ION
RE
SIS
TA
NC
E
WA
TE
R
RL
Contractor: Galt
Drill Rig: EziprobeInclination: -90°
Job Number: J1701210
Client: Logos
Project: Proposed Toll Warehouse Distribution and Office
Development
Location: Lot 11 Talbot Road, Hazelmere
Date: 21/09/2017
Logged: TPChecked Date: 20/10/2017
Checked By: FAD
BOREHOLE: BH01
See Explanatory Notes and Method of Soil Description sheets fordetails of abbreviations and basis of descriptions
Sheet 1 OF 1
Comments:
GA
LT L
IB 1
.01.
GLB
Log
GG
_EX
CA
VA
TIO
N J
1701
210.
GP
J <
<D
raw
ingF
ile>
> 2
4/10
/201
7 14
:01
8.3
0.00
3 D
atge
l DG
D, C
PT
, Pho
to, M
onito
ring
Too
ls |
Lib:
GA
LT 1
.01
2013
-02-
21 P
rj: G
ALT
1.0
1 20
13-0
2-21
STRUCTURE ANDADDITIONAL
OBSERVATIONS
0.0
0.5
1.0
1.5
2.0
2.5
3.0
GR
AP
HIC
LOG
B(BH02-1)
B(BH02-2)
B(BH02-3)
B(BH02-4)
SAMPLE ORFIELD TEST
FILL: Clayey SAND: fine to medium grained, sub-angular tosub-rounded, yellow brown, low to medium plasticity fines, tracefine to coarse grained limestone and laterite gravel, trace rootlets
FILL: SAND: fine to medium grained, sub-angular tosub-rounded, grey with some non-plastic fines, trace fine tomedium grained, sub-angular lateritic gravel
FILL: SAND: fine to medium grained, sub-angular tosub-rounded, dark brown with some non-plastic fines, trace fineto medium grained, sub-angular to sub-rounded gravel, traceorganics and rootlets
CLAY: medium to high plasticity, orange with some fine tomedium grained, sub-angular to sub-rounded sand
CLAY: high plasticity, red orange, trace fine to medium grained,sub-angular to sub-rounded sand
Hole terminated at 2.00 mTarget depthGroundwater not encountered
MD
D
M
SC
SP
SP
CI-CH
CH
AD
/V
E
F
Sketch & Other Observations
CO
NS
IST
EN
CY
DE
NS
ITYSOIL/ROCK MATERIAL DESCRIPTION
MO
IST
UR
EC
ON
DIT
ION
Sampling
US
CS
SY
MB
OL
RE
CO
VE
RE
D
DE
PT
H(m
etre
s)
DEPTH
Field Material DescriptionDrilling
ME
TH
OD
PE
NE
TR
AT
ION
RE
SIS
TA
NC
E
WA
TE
R
RL
Contractor: Galt
Drill Rig: EziprobeInclination: -90°
Job Number: J1701210
Client: Logos
Project: Proposed Toll Warehouse Distribution and Office
Development
Location: Lot 11 Talbot Road, Hazelmere
Date: 21/09/2017
Logged: TPChecked Date: 20/10/2017
Checked By: FAD
BOREHOLE: BH02
See Explanatory Notes and Method of Soil Description sheets fordetails of abbreviations and basis of descriptions
Sheet 1 OF 1
Comments:
GA
LT L
IB 1
.01.
GLB
Log
GG
_EX
CA
VA
TIO
N J
1701
210.
GP
J <
<D
raw
ingF
ile>
> 2
4/10
/201
7 14
:01
8.3
0.00
3 D
atge
l DG
D, C
PT
, Pho
to, M
onito
ring
Too
ls |
Lib:
GA
LT 1
.01
2013
-02-
21 P
rj: G
ALT
1.0
1 20
13-0
2-21
STRUCTURE ANDADDITIONAL
OBSERVATIONS
0.0
0.5
1.0
1.5
2.0
2.5
3.0
GR
AP
HIC
LOG
B(BH03-1)
B(BH03-2)
B(BH03-3)
B(BH03-4)
B(BH03-5)
SAMPLE ORFIELD TEST
FILL: SAND: fine to medium grained, sub-angular tosub-rounded, brown with some low plasticity fines, trace fine tomedium grained, sub-angular laterite gravel
FILL: SAND: fine to coarse grained, sub-angular to sub-rounded,grey, trace non-plastic fines, trace sub-rounded lateritic gravel
Sandy CLAY: low to medium plasticity, orange and brown, fine tomedium grained, sub-angular to sub-rounded sand
SAND: fine to coarse grained, sub-angular to sub-rounded,yellow, trace fines
SAND: fine to coarse grained, sub-angular to sub-rounded, tracedark yellow fines
Sandy CLAY: medium to high plasticity, yellow, fine to mediumgrained, sub-angular to sub-rounded sand
Hole terminated at 2.00 mTarget depthGroundwater not encountered
L
MD
D
M
SP-SC
SP
CL-CI
SP
SP
CI-CH
AD
/V
E
F
Sketch & Other Observations
CO
NS
IST
EN
CY
DE
NS
ITYSOIL/ROCK MATERIAL DESCRIPTION
MO
IST
UR
EC
ON
DIT
ION
Sampling
US
CS
SY
MB
OL
RE
CO
VE
RE
D
DE
PT
H(m
etre
s)
DEPTH
Field Material DescriptionDrilling
ME
TH
OD
PE
NE
TR
AT
ION
RE
SIS
TA
NC
E
WA
TE
R
RL
Contractor: Galt
Drill Rig: EziprobeInclination: -90°
Job Number: J1701210
Client: Logos
Project: Proposed Toll Warehouse Distribution and Office
Development
Location: Lot 11 Talbot Road, Hazelmere
Date: 21/09/2017
Logged: TPChecked Date: 20/10/2017
Checked By: FAD
BOREHOLE: BH03
See Explanatory Notes and Method of Soil Description sheets fordetails of abbreviations and basis of descriptions
Sheet 1 OF 1
Comments:
GA
LT L
IB 1
.01.
GLB
Log
GG
_EX
CA
VA
TIO
N J
1701
210.
GP
J <
<D
raw
ingF
ile>
> 2
4/10
/201
7 14
:01
8.3
0.00
3 D
atge
l DG
D, C
PT
, Pho
to, M
onito
ring
Too
ls |
Lib:
GA
LT 1
.01
2013
-02-
21 P
rj: G
ALT
1.0
1 20
13-0
2-21
STRUCTURE ANDADDITIONAL
OBSERVATIONS
0.0
0.5
1.0
1.5
2.0
2.5
3.0
GR
AP
HIC
LOG
B(BH04-1)
B(BH04-2)
B(BH04-3)
SAMPLE ORFIELD TEST
FILL: SAND: fine to medium grained, sub-angular tosub-rounded, yellow with some fine to medium grained,sub-angular limestone gravel, with some fine to medium grained,sub-rounded ferricrete gravel, trace fines
FILL: SAND: fine to medium grained, sub-angular tosub-rounded, brown with some non-plastic fines, tracesub-rounded ferricrete gravel
FILL: SAND: fine to medium grained, sub-angular tosub-rounded, dark grey with some non-plastic fines
Clayey SAND: fine to medium grained, sub-angular tosub-rounded, yellow brown, low to medium plasticity fines, withsome fine to medium grained, sub-rounded ferricrete gravel
CLAY: medium to high plasticity, red, with some fine to mediumgrained, sub-rounded ferricrete gravel, trace fine to mediumgrained, sub-angular to sub-rounded sand
Hole terminated at 2.00 mTarget depthGroundwater not encountered
MD
D
M
SP
SP
SP
SC
CH
AD
/V
E
Sketch & Other Observations
CO
NS
IST
EN
CY
DE
NS
ITYSOIL/ROCK MATERIAL DESCRIPTION
MO
IST
UR
EC
ON
DIT
ION
Sampling
US
CS
SY
MB
OL
RE
CO
VE
RE
D
DE
PT
H(m
etre
s)
DEPTH
Field Material DescriptionDrilling
ME
TH
OD
PE
NE
TR
AT
ION
RE
SIS
TA
NC
E
WA
TE
R
RL
Contractor: Galt
Drill Rig: EziprobeInclination: -90°
Job Number: J1701210
Client: Logos
Project: Proposed Toll Warehouse Distribution and Office
Development
Location: Lot 11 Talbot Road, Hazelmere
Date: 21/09/2017
Logged: TPChecked Date: 20/10/2017
Checked By: FAD
BOREHOLE: BH04
See Explanatory Notes and Method of Soil Description sheets fordetails of abbreviations and basis of descriptions
Sheet 1 OF 1
Comments:
GA
LT L
IB 1
.01.
GLB
Log
GG
_EX
CA
VA
TIO
N J
1701
210.
GP
J <
<D
raw
ingF
ile>
> 2
4/10
/201
7 14
:01
8.3
0.00
3 D
atge
l DG
D, C
PT
, Pho
to, M
onito
ring
Too
ls |
Lib:
GA
LT 1
.01
2013
-02-
21 P
rj: G
ALT
1.0
1 20
13-0
2-21
STRUCTURE ANDADDITIONAL
OBSERVATIONS
0.0
0.5
1.0
1.5
2.0
2.5
3.0
GR
AP
HIC
LOG
B(BH05-1)
B(BH05-2)
B(BH05-3)
SAMPLE ORFIELD TEST
Sandy CLAY: medium to high plasticity, orange brown, with somefine to medium grained, sub-angular to sub-rounded sand, tracefine to medium grained gravel
Clayey SAND: fine to medium grained, sub-angular tosub-rounded, brown orange, low to medium plasticity fines, withsome fine to medium grained, sub-angular gravel
SAND: fine to coarse grained, sub-angular to sub-rounded,yellow, trace fine to medium grained, sub-rounded ferricretegravel
Hole terminated at 2.00 mTarget depthGroundwater not encountered
M
CI-CH
SC
SP
AD
/V
Sketch & Other Observations
CO
NS
IST
EN
CY
DE
NS
ITYSOIL/ROCK MATERIAL DESCRIPTION
MO
IST
UR
EC
ON
DIT
ION
Sampling
US
CS
SY
MB
OL
RE
CO
VE
RE
D
DE
PT
H(m
etre
s)
DEPTH
Field Material DescriptionDrilling
ME
TH
OD
PE
NE
TR
AT
ION
RE
SIS
TA
NC
E
WA
TE
R
RL
Contractor: Galt
Drill Rig: EziprobeInclination: -90°
Job Number: J1701210
Client: Logos
Project: Proposed Toll Warehouse Distribution and Office
Development
Location: Lot 11 Talbot Road, Hazelmere
Date: 21/09/2017
Logged: TPChecked Date: 20/10/2017
Checked By: FAD
BOREHOLE: BH05
See Explanatory Notes and Method of Soil Description sheets fordetails of abbreviations and basis of descriptions
Sheet 1 OF 1
Comments:
GA
LT L
IB 1
.01.
GLB
Log
GG
_EX
CA
VA
TIO
N J
1701
210.
GP
J <
<D
raw
ingF
ile>
> 2
4/10
/201
7 14
:02
8.3
0.00
3 D
atge
l DG
D, C
PT
, Pho
to, M
onito
ring
Too
ls |
Lib:
GA
LT 1
.01
2013
-02-
21 P
rj: G
ALT
1.0
1 20
13-0
2-21
STRUCTURE ANDADDITIONAL
OBSERVATIONS
0.0
0.5
1.0
1.5
2.0
2.5
3.0