Meeting agenda template - Western Australian … daps/metro... · 2018-03-23 · 8.7 Earth Retaining Structures Retaining structures may be designed in accordance with AS 4678 (2002)

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



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.

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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.

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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.

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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”)

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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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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

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+

+ 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


: Unit 4, 15 Walters DriveOsborne Park WA 6017

© Landgate (2017)



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



ABN: 64 625 054 729

Appendix B: Site Photographs

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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



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.



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

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21 P

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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


MD

D

M

SC

SP

SP

CI-CH

CH

AD

/V

E

F


CO

NS

IST

EN

CY

DE

NS


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


ME

TH

OD

PE

NE

TR

AT

ION

RE

SIS

TA

NC

E

WA

TE

R

RL

Contractor: Galt



Client: Logos


Development


Date: 21/09/2017


Checked By: FAD

BOREHOLE: BH02


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


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


L

MD

D

M

SP-SC

SP

CL-CI

SP

SP

CI-CH

AD

/V

E

F


CO

NS

IST

EN

CY

DE

NS


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


ME

TH

OD

PE

NE

TR

AT

ION

RE

SIS

TA

NC

E

WA

TE

R

RL

Contractor: Galt



Client: Logos


Development


Date: 21/09/2017


Checked By: FAD

BOREHOLE: BH03


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


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


MD

D

M

SP

SP

SP

SC

CH

AD

/V

E


CO

NS

IST

EN

CY

DE

NS


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


ME

TH

OD

PE

NE

TR

AT

ION

RE

SIS

TA

NC

E

WA

TE

R

RL

Contractor: Galt



Client: Logos


Development


Date: 21/09/2017


Checked By: FAD

BOREHOLE: BH04


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


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


M

CI-CH

SC

SP

AD

/V


CO

NS

IST

EN

CY

DE

NS


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


ME

TH

OD

PE

NE

TR

AT

ION

RE

SIS

TA

NC

E

WA

TE

R

RL

Contractor: Galt



Client: Logos


Development


Date: 21/09/2017


Checked By: FAD

BOREHOLE: BH05


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


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0