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East Gosford, NSW 2250
M 0466 385 221 [email protected] www.benvirongroup.com.au
ABN 52 119 978 063
Geotechnical Investigation Report
Proposed Development at 19-23 Smallwood Avenue,
Homebush NSW
prepared for
Humble Capital
Report No. P2017-011-G210
April 2017
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 2 of 16
DOCUMENT CONTROL REGISTER
Document Information
Job Number G210
Document Number 1
Report Title Geotechnical Investigation
Site Address 19-23 Smallwood Avenue , Homebush
Prepared for Humble Capital
Document Review
Revision Number Date Issued Description Issued By
0 15/04/17 Initial Issue Ben Buckley
Distribution Register
Distribution Method Custodian Issued to
Electronic B. Buckley Benviron Group Office
Electronic Humble Capital
Authorisation and Release
Signature Name Date
Author
Noriman Mak 15/04/17
Author
Benjamin Buckley 15/04/17
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 3 of 16
Executive Summary
Benviron Group carried out a geotechnical investigation at 19-23 Smallwood Avenue,
Homebush on the 29 March 2017 to investigate and assess the site’s surface and subsurface
conditions in order to provide geotechnical recommendations and advice for the design and
construction of the proposed residential development.
It is understood the proposed development involves the demolition of all existing site features
on 19-23 Smallwood Avenue, Homebush and the construction a 8-storeys high residential
building and a 2 level basement car parking facility. Vehicular entrance to the carpark will be
from Hudson Street with pedestrian entrances from both Smallwood Avenue in the southeast
and Hudson street in the northwest.
The investigation comprised drilling of two boreholes within accessible area of the site.
The boreholes were drilled and terminated at a depth of 9.55m (BH1) and 8.8m (BH2) below
existing ground level (bgl). Rock coring was undertaken to investigation the bedrock
stratigraphy commencing at approximately 5.5m (BH1) and 6.9m (BH2) below existing ground
level upon TC bit refusal. Groundwater seepage was observed in both boreholes at
approximately +RL 6.5mAHD when measured on the 30 March 2017..
This report presents and interprets the findings of the geotechnical investigation that was
carried within accessible areas of the site. Based on the outcome of this investigation,
geotechnical assessment and recommendations are presented.
The proposed development is considered feasible subjected to the recommendations
provided in this report are carried out.
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 4 of 16
Table of Contents
EXECUTIVE SUMMARY ...........................................................................................................................3
1.0 INTRODUCTION ..............................................................................................................................5
2.0 AVAILABLE INFORMATION ........................................................................................................5
2.1 SITE LOCATION AND DESCRIPTION .........................................................................................6
2.2 REGIONAL GEOLOGY ..................................................................................................................6
3.0 FIELDWORK .....................................................................................................................................6
3.1 SUBSOIL CONDITIONS .................................................................................................................7
3.2 GROUND WATER ..........................................................................................................................8
4.0 DISCUSSIONS AND RECOMMENDATIONS...............................................................................8
4.1 GENERAL ........................................................................................................................................8
4.2 EXCAVATION CONDITIONS AND VIBRATION CONTROL ...................................................9
4.3 GROUND WATER MANAGEMENT ........................................................................................... 10
4.4 TEMPORARY BATTER SLOPES ................................................................................................ 10
4.5 RETAINING STRUCTURES ......................................................................................................... 11
4.6 FOUNDATION SYSTEMS ............................................................................................................ 13
5.0 CONCLUSIONS ............................................................................................................................... 13
Appendix A: Figures
Appendix B: Engineering Logs
Appendix C: Core Photos
References
Limitations
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 5 of 16
1.0 INTRODUCTION
Benviron Group was engaged to undertake a geotechnical investigation at No19-23
Smallwood Avenue, Homebush (‘the site’). The purpose of this investigation is to assess the
site’s surface and subsurface conditions within accessible areas in order to provide
geotechnical recommendations and advice for the design and construction of the proposed
residential development in preparation for a development application submission.
The proposed development involves the demolition of all existing site features and the
construction of a 8-storeys residential building with a 2-level basement car parking facility.
The geotechnical investigation was carried out on the 29 March 2017 at the site. The
fieldwork was undertaken using a truck mounted drilling rig with coring facilities to accessible
parts of the site. Two boreholes holes were drilled with rock coring to the depth below the
base of the proposed bulk excavation level at the basement 2. This report presents the
findings of this investigation as follows:
▪ Site location, description and regional geology
▪ Fieldwork and investigation methodology,
▪ Subsurface conditions,
▪ Groundwater conditions and management,
▪ Recommendations on the excavation conditions and temporary slope batters,
▪ Recommendations on vibration control and management,
▪ Provision of earth pressure parameters for design of retaining structures, and
▪ Recommendations on footings and serviceability bearing pressures.
2.0 AVAILABLE INFORMATION
At the time of writing this report, a survey plan prepared by Land Development Solutions ref
72843 dated 15 February 2017 titled Detailed and Level Survey of Lot A in DP311140 and Lot
1 & 2 in DP312801 was provided to us, and a set of architectural drawings from the client as
listed below, by Urban Link , were provided to us: -
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 6 of 16
• DA001 - Cover Sheet
• DA1001 - Site Location and Analysis
• DA1002 - Site Plan/Roof Plan
• DA2001 - Basement 2
• DA2002 - Basement 1
• DA2003 - Ground Floor
• DA2004 - Level 1-4
• DA2005 - Level 5
• DA2006 - Level 6
• DA2007 - Floor Plans / Roof Plan
• DA3001 - Elevation – North Elevation
• DA3002 - Elevation – South Elevation
• DA3003 - Elevation – East & West Elevation
• DA4001 - Sections - Section A
2.1 Site Location and Description
The site is located in the suburb of Homebush, approximately 11 Km west of the Sydney CBD
as shown in the Locality Plan (Figure 1). The site comprises three adjoining lots, and is
bounded by Smallwood Avenue in the southeast , Hudson Street in the northwest, and
neighboring residential properties on either sides in the northeast and southwest of the site
boundaries (Figure 2). The proposed development comprises a 8-storeys building with a 2
level basement carpark. The footprint of the proposed basement carpark and the final
finished level of level B2 together with the investigation holes are shown in Figure 3.
2.2 Regional Geology
Reference to the Sydney 1: 1:100,000 Geological Series Sheet 9029-9130 Edition 1, 1983,
indicates the site to be underlain by Ashfield Shale from the Wianamatta Group of the Middle
Triassic Age. Ashfield Shale is typically consisted of dark grey to black shale and laminate.
3.0 FIELDWORK
Fieldwork for the geotechnical investigation was carried on the 29 March 2017 and comprised
the following works:
• A detailed walk-over inspection of the site and surrounding environment to capture any
significant geological features.
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 7 of 16
• Drilling of two (2) boreholes (BH1 to BH2) using a 10 tonne drilling rig mounted with TC
bit attached to a solid flight auger and further advancement using NMLC diamond rock
coring techniques to drill down to a total depth of 9.55m (BH1) and 8.80m (BH2).
• Groundwater was observed at approximately 4.5m below existing ground level in BH1
and at approximately 3.6m below existing ground level for BH2.
• Standard Penetration Tests (SPT) was undertaken at regular intervals within the borehole
to assess the in-situ strength of subsoil properties.
The approximate locations of the investigation locations are shown in Figure 2 with respect
to the current site layout, and in Figure 3 with respect to the future proposed basement
footprints. A typical section across the site showing the investigation holes with respect to
the proposed basement carpark is shown Figure 4. The Engineering Logs are presented in
Appendix B, and Core photographs are presented in Appendix C.
3.1 Subsoil Conditions
Based on information gathered and observations made from the site inspection, it can be
inferred that it is likely the subsoil profile comprises fill overlying residual silty CLAY underlain
by the Shale Bedrock .
The subsurface soil profile within BH1 comprises shallow fill underlain by a mixture of stiff to
very stiff low to medium plasticity silty clay to a depth of approximately 3.0m below existing
ground level, where very low strength SHALE is encountered. The very low strength SHALE
gradually increases with depth to a low to medium strength rock at approximately 5.8m below
existing ground level and becomes of a medium to high strength nature at approximately
6.3m below existing ground level. The high strength SHALE commences at approximately
7.6m below existing ground level and continues to be so to a depth at 9.55m below existing
ground level where the borehole was terminated.
The subsurface soil profile within BH2 exhibits similar subsurface profile to that of BH1. The
fill is underlain by a mixture of mixture of stiff to very stiff low to medium plasticity silty clay
to a depth of approximately 3.0m below existing ground level, where very low strength SHALE
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 8 of 16
is encountered and gradually increases to a low to medium strength rock at approximately
4.6m below ground level and becomes of a medium to high strength nature at a depth of
approximately 6.9m below existing ground level. The high strength SHALE commences at
approximately 7.8m below existing ground level and continues to be so to a depth of 8.8m
below existing ground level where the borehole was terminated.
3.2 Ground Water
Groundwater or seepage was observed in the boreholes on the 30 March 2017. However,
it should be noted groundwater levels may be subject to seasonal fluctuations, rainfall,
prevailing weather conditions and also future developments of the areas and land forms.
4.0 DISCUSSIONS AND RECOMMENDATIONS
4.1 General
From the result of the investigation obtained on this site, it can be inferred that the subsoil
conditions comprise generally shallow fill overlying stiff to hard low plasticity residual clay,
and extremely weathered shale underlain by low to medium to high strength weathered
Shale with depth.
The proposed development involves the demolition of all existing site features and the
construction of a 8-storeys residential building with a 2-level basement car parking facility.
Formation of the basement is expected to entail excavations down to a level at approximately
+RL 4.5mAHD, which requires an excavation of up to 6m deep. The proposed basement will
extend close to the north eastern, south eastern and south western site boundaries, and will
be set back by approximately 12.0m from the north-western boundary adjacent to Hudson
Street.
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 9 of 16
4.2 Excavation Conditions and Vibration Control
Based on the available information, formation of the proposed basement bulk excavation will
comprise mostly stiff to hard residual soils of up to 3m and then a very low/low strength
weathered shale to about 4.5-5.8m, followed by a low to medium strength weathered shale
to the base of the basement excavation.
Based on the available information from BH1 and BH2, we anticipate that the excavation of
such materials can be achieved by conventional excavation methods. However, harder shale
may encounter towards the base of the excavation, where rock breaking hammer may be
required to increase the excavation performance. It is less likely that high strength shale
bedrock is encountered within the proposed excavation ( This is to be confirmed within the
south-eastern section of the site by additional boreholes when access is provided after
demolition of existing buildings); however, if it is encountered, saw cutting method may be
used along the excavation perimeter followed by rock breaking technique. This is to reduce
the vibrations transferred to neighbouring properties and reduce any risk to the integrity of
the nearby structures.
Should vibratory rock breaking technique be required, we recommend that ground vibrations
induced by rock hammering be monitored along the site boundaries to ensure that it is within
acceptable level. Induced vibrations in structures adjacent to the excavation should not
exceed a peak particle velocity (PPV) of 10mm/sec for structures in good condition or
2mm/sec for heritage or poor-conditioned structures.
We recommend that where percussive excavation techniques are to be adopted, dilapidation
reports are to be carried out on all adjoining buildings, roads and civil structures so that an
accurate record of the existing conditions of these elements are mapped prior to the
commencement of excavation. These records shall be agreed by the respective owner in
order to reduce the risk of future owner’s dispute on subsequent potential damage claims.
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 10 of 16
4.3 Ground Water Management
Ground water seepage was observed and assessed to be approximately 3.5m to 4.5m below
existing ground level. It should be noted groundwater conditions of a site might change with
climate and development variations. With the excavation anticipated to be at least
approximate 6m below existing ground level, based on the data observed from the investigation,
it is likely the excavation works below 3.5m is likely to encounter ground water seepage within
the site and ground water management is required for the basement excavation and
construction works. Depending on the ground water flow rate encountered, various method of
groundwater management can be made to ensure the integrity of the surrounding structures
are safeguarded. It is anticipated that the groundwater seepage in the clayey material during
excavation into the proposed excavation can be managed by using a system of toe drains
connected to sump pumps. A detailed ground water management system is to be designed
accordingly.
4.4 Temporary Batter Slopes
With the proposed development, there is very limited room for the use of temporary batter
slopes for the construction except for the north-western basement perimeter wall. However,
should temporary batter slopes be used within the site boundaries, the maximum slopes of
the temporary batters in different materials are presented in Table 1.
Table 1: Minimum temporary batter slopes
Materials Temporary
(Horizontal: Vertical)
Fill 2.5:1.0
Firm/Stiff Clay 2.0:1.0
Extremely/Highly Weathered Shale 1.0:1.0
Distinctly Weathered Shale 0.75:1.0
Temporary surface protection against erosion may be provided by covering the batter with
plastic sheeting, and these should be applied for a limited time and inspected by
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 11 of 16
Geotechnical Engineers after significant events. It should be noted however that the plastic
sheeting should extend at least 1.5m behind the crest of the cut face or at least up to the
common site boundaries.
4.5 Retaining Structures
With most of the proposed basement footprint close to the site boundaries, the forming of
basement will preferably need to adopt a construction methodology that exposed faces are
supported at all times in particularly, to manage ground movement by limiting wall
deflections to acceptable limits during all stages of the excavation works. The retaining
structures should be designed to withstand the applied lateral pressures of the soil layers, the
hydrostatic groundwater pressure, and all existing surcharges in their zone of influence that
includes existing nearby structures and traffic loadings.
In general, it is considered a contiguous pile wall system may be necessary to ensure that the
excavation faces are protected at all times. Other methods such as a soldier pile wall with
shotcrete infill panels can also be adopted provided the soil and groundwater conditions are
further assessed and considered in their design and the period of exposed faces should be
kept to a minimum.
The pressure distribution on cantilever retaining structures may be assumed to be triangular
and estimated as follows:
ph = kH + qk
Where,
ph = Horizontal pressure (kN/m2)
= Wet density (kN/m3)
k = Coefficient of earth pressure (ka or ko)
H = Retained height (m)
q = Surcharge pressure behind retaining wall (kN/m2)
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 12 of 16
For the design of flexible retaining structures, where some lateral movement is acceptable,
an active earth pressure coefficient is recommended. Should it be critical to limit the
horizontal deformation of a retaining structure, use of an earth pressure coefficient at rest
should be considered. Recommended parameters for the design of retaining structures are
presented in the following Table 2.
Table 2: Geotechnical Design Parameters
Materials
Unit
Weight
(kN/m3)
Active Earth
Pressure
coefficient
(Ka)
At Rest Earth
Pressure
Coefficient
(Ko)
Passive Earth
Pressure Coefficient
(Kp) or Pressure
Fill 18 0.4 0.6 ignore
Residual Soil 19 0.35 0.50 ignore
Extremely Weathered
Shale (XW) 20 0.25 0.40 250kPa
Distinctly to Slightly
Weathered Shale
(DW/SW)
21 0.20 0.3 375kPa
Slightly Weathered to
Fresh Shale
(SW/FR)
22 0.15 0.2 500kPa
The above coefficients assume that ground level behind the retaining structures is
horizontal and the retained material is effectively drained. It should be noted that
hydrostatic pressures due to ground water table and surcharge due to nearby structures
(within the influence zone) and traffic should also be taken into the account in the design
of the retaining structures. This is particularly the case for the retaining walls located
immediately adjacent to the neighbouring buildings.
Should the retaining structures be anchored or strutted, the pressure distribution is
assessed to be rectangular, with magnitude estimated as follows:
ph = 0.65kH
Retaining structures should be designed in accordance with AS4678-2002.
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 13 of 16
4.6 Foundation Systems
Based on the information obtained to date, a suitable medium to high strength rock stratum
may likely to be encountered at a depth of at least 6.5m below existing ground level. The
foundation level of the proposed development is anticipated to be within the Class III or
better stratum within the Shale Bedrock. It is therefore considered that foundations footings
founded on this Shale material (Class III or better) can be designed for a serviceability end
bearing capacity of 3000 kPa with a minimum socket length of 0.5 m into Class III bedrock or
better. Should deep foundation systems (piles) be adopted in design, an allowable shaft
adhesion of 300 kPa is recommended within Class III shale for clean and rough socket surfaces.
Footings designed based on the above allowable bearing pressures are anticipated to
experience settlements not more than 1% of the footing minimum dimension. It is
recommended that all footings are to be founded on the same stratum to minimise the
possibility of differential settlement.
We consider higher bearing capacities may be justified for footings subject to confirmation of
additional drilling below the founding level and rock strength testing. It is recommended that
a further exploratory drilling be carried out into the foundation material once excavation to
the final basement level has been reached. The footing inspection and assessment
requirement can be referred to the guidelines provided in Pells et al.(Reference 3).
A qualified geotechnical engineer should inspect the footing excavations to confirm
appropriate founding materials, and to ensure the serviceability bearing pressures could be
met. Footing excavations should be cleaned and wet and debris should be removed prior to
the concrete placement.
5.0 CONCLUSIONS
This report presents the findings and recommendations for the proposed residential
development at 19-23 Smallwood Avenue , Homebush NSW. It is based on the geotechnical
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 14 of 16
investigation results available to date. It considers that the proposed development is feasible
subjected to the recommendations presented in this report.
For and on behalf of
Benviron Group Reviewed by
Noriman Mak Ben Buckley
Geotechnical Engineer Director
MIEAust., RPE (Civ, Geo), NPER (Civ, Geo)
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 15 of 16
REFERENCES
1. Australian Standard AS1726-1993 ‘Geotechnical Site Investigation’; and
2. Pells, P.J.N, Mostyn, E and Walker , B F – Foundations on Sandstone and Shale in the
Sydney Region, Australian Geomechanics Journal, Dec 1998
3. Pells, P.J.N, Douglas D.J, Rodway, B, Thorne C, McManon B.K – Design Loadings for
Foundations on Shale and Sandstone in the Sydney Region, Australian Geomechanics
Journal, 1978
April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 16 of 16
LIMITATIONS The assessment of the sub-surface profile within the proposed development area and the
recommendations presented in this report are based on limited information available to date.
The recommendations and advice presented in this report on soil and rock condition is considered
to be indicative only as only very limited areas were assessed on site to date. Site inspection by a
consulting Geotechnical Engineer or Engineering Geologist are to be undertake when further
investigation works are to be carried out to confirm the condition of founding materials in which
this geotechnical assessment recommends.
Anecdotal evidence and Information provided by client is assumed to be relevant and to the best of
knowledge be appropriate for its interpretation.
There is a possibility that the actual geotechnical and groundwater conditions across the site could
differ from the inferred geotechnical assumptions and derivations on which our recommendations
are presented in this report.
___________________________________________________________________________________________
Appendix A
Key DRAWN
RL
Site Location FIGURE
1
Job #
G210
SITE LOCATION
Humble Capital
19-23 Smallwood Avenue, Homebush
Key DRAWN
RL
FIGURE
2
Geotechnical Investigation holes Job #
G210
Site Features and Borehole Location Plan
Humble Capital
19-23 Smallwood Avenue, Homebush
BH2
BH1
The Site
Warehouse - Sydney Market
Key DRAWN
RL
Geotechnical Investigation holes FIGURE
3
Job #
G210
Investigation Holes and Basement Outline
Humble Capital
19-23 Smallwood Avenue, Homebush
Set Back of 12m
appro 5.0m
appro 5.6m
6.0m
appro 5.0m
Smal
lwo
od
Ave
nu
e
Hu
dso
n S
tre
et
Key DRAWN
RL
f FIGURE
Geotechnical Investigation holes 4
Job #
G210
Locations on Section Plan
Humble Capital
19-23 Smallwood Avenue, Homebush
EGL approx RL 10.0 mAHDDepth 8.80m BL approx RL 1.2 mAHD
EGL approx RL 11.10mAHDDepth 9.55 m BL approx. RL 1.55mAHD
approx existing ground level EGL
Approx EGL RL = +12.1m
Approx EGL RL = +9.8m
Hu
dso
n
Smal
lwo
od
Ave
nu
e
___________________________________________________________________________________________
Appendix B
Job No:
Hole No: BH1
Sheet 1 of 2
ENGINEERING LOG OF DRILLED BOREHOLEClient: Humble Capital Test Location: Refer to Figure 2, 3, &4Project: Geotechnical Investigation Test Method: Drill Rig ( Han-Jin)Project Location: 19-23 Smallwood Avenue, Homebush Date: 29.03.2017 Logged by: RL
Gro
un
dw
ater
Sam
ple
s/
Fiel
d T
ests
De
pth
(m
)
Gra
ph
ic L
og
Un
ifie
d
Cla
ssif
icat
ion
Description Mo
istu
re
Co
nd
itio
n
Co
nsi
sten
cy/
Rel
. De
nsi
ty
Additional Comments De
pth
(m
)
0.1 0.1
0.2 Fill: Silty Clay, medium to high plasticity, dark brown M S/F 0.2
0.3 0.3
0.4 0.4
0.5 RESIDUAL SOIL : Silty CLAY, low to medium plasticity, M St 0.5
0.6 red/grey with a few ironstone 0.6
0.7 0.7
0.8 0.8
0.9 Low TC bit resistance 0.9
1.0 1.0
1.1 1.1
1.2 1.2
1.3 1.3
1.4 1.4
1.5 1.5
1.6 M 1.6
1.7 1.7
1.8 1.8
1.9 1.9
2.0 2.0
2.1 2.1
2.2 2.2
2.3 2.3
2.4 2.4
2.5 2.5
2.6 2.6
2.7 2.7
2.8 Medium TC bit resistance 2.8
2.9 2.9
3.0 3.0
3.1 Extremely weathered SHALE, Grey 3.1
3.2 3.2
3.3 3.3
3.4 3.4
3.5 Continue in Sheet1 of 2 3.5
Explanatory Notes:
Consistency Density Index Samples Moisture
VS Very Soft VL Very Loose B Bulk Sample D Dry
S Soft L Loose D Disturbed Sample M Moist
F Firm MD Medium Dense U50 Undisturbed Sample W Wet
St Stiff D Dense (50mm diam.) Wp Plastic Limit
VSt Very Stiff VD Very Dense N S.P.T. Value Wl Liquid Limit
H Hard
Surface Level: approx RL11.1 mAHD
SPT
2,4,5
N=9
G210
H
SPT
4,13,NA
N>50
SPT
13,20,19
N=39
RESIDUAL SOIL : Silty CLAY, low to medium plasticity, grey
with few ironstones VSt
Job No:
Hole No: BH1
Sheet 2 of 2
ENGINEERING LOG OF DRILLED BOREHOLEClient: Humble Capital Test Location: Refer to Figure 2, 3, &4Project: Geotechnical Investigation Test Method: Drill Rig ( Han-Jin)Project Location: 19-23 Smallwood Avenue, Homebush Date: 29.03.2017 Logged by: RL
Gro
un
dw
ater
Sam
ple
s/
Fiel
d T
ests
De
pth
(m
)
Gra
ph
ic L
og
Un
ifie
d
Cla
ssif
icat
ion
Description Mo
istu
re
Co
nd
itio
n
Co
nsi
sten
cy/
Rel
. De
nsi
ty
Additional Comments De
pth
(m
)
3.6 Extremely weathered SHALE, grey 3.6
3.7 3.7
3.8 3.8
3.9 3.9
4.0 4.0
4.1 4.1
4.2 4.2
4.3 4.3
4.4 groundwater @ 4.45m 4.4
GW ̅̅̅̅̅̅̅̅̅ ↓ 4.5 31.03.2017 4.5
4.6 High TC bit resistance 4.6
4.7 4.7
4.8 4.8
4.9 4.9
5.0 5.0
5.1 Extremely weathered SHALE, brownish grey H 5.1
5.2 5.2
5.3 5.3
5.4 5.4
5.5 5.5
5.6 Start NMLC Coring At 5.5m 5.6
5.7 5.7
5.8 5.8
5.9 5.9
6.0 6.0
6.1 6.1
6.2 6.2
6.3 6.3
6.4 6.4
6.5 6.5
6.6 6.6
6.7 6.7
6.8 6.8
6.9 6.9
7.0 7.0
Explanatory Notes:
Consistency Density Index Samples Moisture
VS Very Soft VL Very Loose B Bulk Sample D Dry
S Soft L Loose D Disturbed Sample M Moist
F Firm MD Medium Dense U50 Undisturbed Sample W Wet
St Stiff D Dense (50mm diam.) Wp Plastic Limit
VSt Very Stiff VD Very Dense N S.P.T. Value Wl Liquid Limit
H Hard
SPT
3,NA,NA
N>50
G210
Surface Level: approx RL11.1 mAHD
H
SPT
3,10,26
N=36
TC Bit refusal at 5.5 m
Hole No: BH1
Sheet: 1 of 2
ENGINEERING LOG OF CORED HOLE Driller: BG
Client: Humble Capital Hole Commenced: 29.03.2017
Project: High Density Residential Development Hole Completed: 29.03.2017
Project Location: 19-23 Smallwood Avenue, Homebush Supervised by: RL
Checked by: NM
Drill Model: Dill Rig ( Han-Jin) Slope: 90o
90o
R.L. Surface: Existing
Barrel Type / Length: NMLC Bearing: - Datum: +41.5m approx +11.1 m AHD
Drilling Information Rock Substance Rock Mass Defects
Meth
od
Case -
Lift
Gro
undw
ate
r
Sam
ple
s /
Fie
ld T
ests
Depth
(m
)
Gra
phic
Log
Substance Description Weath
ering
EL
VL
L
E
stim
ate
dM H
S
tre
ng
thV
HE
H
Is(5
0)
M
Pa
30
10
0
Defe
ct
30
01
00
0
S
pa
cin
g
30
00
Defect Description Depth
(m
)
5.0 5.0
5.1 5.1
5.2 5.2
5.3 5.3
5.4 5.4
5.5 Rock coring starts at 5.5m 5.5
5.6 5.6
5.7 5.7
N 5.8 5.8
M 5.9 SHALE, brownish grey, XW/ 5.90 CleanJoints 5.9
L 6.0 very closely spaced to closely spaced, DW 6.05 CleanJoints 6.0
C 6.1 low to medium strength 6.19 CleanJoints 6.1
6.2 6.2
6.3 6.31-6.35 Clay Seam 6.3
6.4 SHALE, greenish grey, DW/ 6.4
6.5 closely spaced to moderately spaced SW 6.5
6.6 medium to high strength 6.67 CleanJoints 6.6
6.7 6.7
6.8 6.91,6.92 CleanJoints 6.8
6.9 6.91,6.95 CleanJoints 6.9
7.0 7.0
7.1 7.10 CleanJoints 7.1
7.2 7.2
7.3 7.31 CleanJoints 7.3
7.4 7.46 CleanJoints 7.4
7.5 7.57 CleanJoints 7.5
7.6 7.62 CleanJoints 7.6
7.7 7.7
7.8 7.8
7.9 7.9
8.0 8.0
8.1 SHALE, greenish grey, SW 8.1
8.2 closely spaced to moderately spaced 8.21 CleanJoints 8.2
8.3 high strength 8.3
8.4 8.4
8.5 8.5
8.6 8.64 CleanJoints 8.6
Key - Method Case - lift Weathering Strength Is (50) MPa
AS Auger Screwing Casing used Fr Fresh EL Extremely Low < 0.03
AD Auger Drilling Barrel withdrawn water level SW Slightly weathered VL Very Low 0.03 - 0.1
R Roller / Tricone date shown DW Distinctly weathered L Low 0.1 - 0.3
W Washbore Water inflow HW Highly weathered M Medium 0.3 - 1.0
NMLC NMLC Core Drill Partial drilling water loss EW Extremely weathered H High 1.0 - 3.0
NQ,HQ Wireline Core Drill Complete drilling water loss FZ Fracture Zone VH Very High 3.0 - 10.0
CS Clay Seam EH Extremely High >10.0
Job. No G210
RQD
60%
RQD
85%
SPT Sampling Zone
Hole No: BH1
Sheet: 2of 2
ENGINEERING LOG OF CORED HOLE Driller: BG
Client: Humble Capital Hole Commenced: 29.03.2017
Project: High Density Residential Development Hole Completed: 29.03.2017
Project Location: 19-23 Smallwood Avenue, Homebush Supervised by: RL
Checked by: NM
Drill Model: Dill Rig ( Han-Jin) Slope: 90o
90o
R.L. Surface: Existing
Barrel Type / Length: NMLC Bearing: - Datum: +41.5m approx +11.1 m AHD
Drilling Information Rock Substance Rock Mass Defects
Meth
od
Case -
Lift
Gro
undw
ate
r
Sam
ple
s /
Fie
ld T
ests
Depth
(m
)
Gra
phic
Log
Substance Description Weath
ering
EL
VL
L
E
stim
ate
dM H
S
tre
ng
thV
HE
H
Is(5
0)
M
Pa
30
10
0
Defe
ct
30
01
00
0
S
pa
cin
g
30
00
Defect Description Depth
(m
)
8.7 SHALE, greenish grey, SW 8.7
N 8.8 closely spaced to moderately spaced 8.8
M 8.9 high strength 8.92 CleanJoints( 30°) 8.9
L 9.0 9.0
C 9.1 9.1
9.2 9.2
9.3 9.3
9.4 9.4
9.5 9.5
9.6 BH1 Terminated at 9.55 m 9.6
9.7 9.7
9.8 9.8
9.9 9.9
10.0 10.0
10.1 10.1
10.2 10.2
10.3 10.3
10.4 10.4
10.5 10.5
10.6 10.6
10.7 10.7
10.8 10.8
10.9 10.9
11.0 11.0
11.1 11.1
11.2 11.2
11.3 11.3
11.4 11.4
11.5 11.5
11.6 11.6
11.7 11.7
11.8 11.8
11.9 11.9
12.0 12.0
12.1 12.1
12.2 12.2
12.3 12.3
Key - Method Case - lift Weathering Strength Is (50) MPa
AS Auger Screwing Casing used Fr Fresh EL Extremely Low < 0.03
AD Auger Drilling Barrel withdrawn water level SW Slightly weathered VL Very Low 0.03 - 0.1
R Roller / Tricone date shown DW Distinctly weathered L Low 0.1 - 0.3
W Washbore Water inflow HW Highly weathered M Medium 0.3 - 1.0
NMLC NMLC Core Drill Partial drilling water loss EW Extremely weathered H High 1.0 - 3.0
NQ,HQ Wireline Core Drill Complete drilling water loss FZ Fracture Zone VH Very High 3.0 - 10.0
CS Clay Seam EH Extremely High >10.0
Job. No G210
RQD
65%
Job No:
Hole No: BH2
Sheet 1 of 2
ENGINEERING LOG OF DRILLED BOREHOLEClient: Humble Capital Test Location: Refer to Figure 2, 3, &4Project: Geotechnical Investigation Test Method: Drill Rig ( Han-Jin)Project Location: 19-23 Smallwood Avenue, Homebush Date: 29.03.2017 Logged by: RL
Gro
un
dw
ater
Sam
ple
s/
Fiel
d T
ests
De
pth
(m
)
Gra
ph
ic L
og
Un
ifie
d
Cla
ssif
icat
ion
Description Mo
istu
re
Co
nd
itio
n
Co
nsi
sten
cy/
Rel
. De
nsi
ty
Additional Comments De
pth
(m
)
0.1 0.1
0.2 Fill: Silty Clay, medium to high plasticity, dark brown M S/F 0.2
0.3 0.3
0.4 0.4
0.5 0.5
0.6 RESIDUAL SOIL: Silty CLAY, medium plasticity, red/grey M F/St 0.6
0.7 with a few ironstone 0.7
0.8 0.8
0.9 Low TC bit resistance 0.9
1.0 1.0
1.1 RESIDUAL SOIL : Silty CLAY, low to medium plasticity, M St 1.1
1.2 red/orange/ grey 1.2
1.3 1.3
1.4 1.4
1.5 1.5
1.6 1.6
1.7 1.7
1.8 1.8
1.9 1.9
2.0 2.0
2.1 RESIUDAL SOIL: Silty CLAY, low to medium plasticity, grey M 2.1
2.2 2.2
2.3 2.3
2.4 2.4
2.5 2.5
2.6 2.6
2.7 2.7
2.8 Medium TC bit resistance 2.8
2.9 2.9
3.0 3.0
3.1 3.1
3.2 3.2
3.3 3.3
3.4 3.4
3.5 Continue in Sheet1 of 2 3.5
Explanatory Notes:
Consistency Density Index Samples Moisture
VS Very Soft VL Very Loose B Bulk Sample D Dry
S Soft L Loose D Disturbed Sample M Moist
F Firm MD Medium Dense U50 Undisturbed Sample W Wet
St Stiff D Dense (50mm diam.) Wp Plastic Limit
VSt Very Stiff VD Very Dense N S.P.T. Value Wl Liquid Limit
H Hard
SPT
6,8,11
N=19
Extremely weathered SHALE,greyVSt
SPT
2,4,6
N=10
St/VSt
G210
Surface Level: approx RL10.1 mAHD
Job No:
Hole No: BH2
Sheet 2 of 2
ENGINEERING LOG OF DRILLED BOREHOLEClient: Humble Capital Test Location: Refer to Figure 2, 3, &4Project: Geotechnical Investigation Test Method: Drill Rig ( Han-Jin)Project Location: 19-23 Smallwood Avenue, Homebush Date: 29.03.2017 Logged by: RL
Gro
un
dw
ater
Sam
ple
s/
Fiel
d T
ests
De
pth
(m
)
Gra
ph
ic L
og
Un
ifie
d
Cla
ssif
icat
ion
Description Mo
istu
re
Co
nd
itio
n
Co
nsi
sten
cy/
Rel
. De
nsi
ty
Additional Comments De
pth
(m
)
GW ̅̅̅̅̅̅̅̅̅ ↓ 3.6 Extremely Weathered SHALE, grey groundwater @ 3.6m 3.6
3.7 3.7
3.8 3.8
3.9 3.9
4.0 4.0
4.1 4.1
4.2 4.2
4.3 4.3
4.4 4.4
4.5 4.5
4.6 High TC bit resistance 4.6
4.7 4.7
4.8 4.8
4.9 4.9
5.0 5.0
5.1 5.1
5.2 5.2
5.3 5.3
5.4 5.4
5.5 5.5
5.6 5.6
5.7 5.7
5.8 5.8
5.9 5.9
6.0 6.0
6.1 High TC bit resistance 6.1
6.2 6.2
6.3 6.3
6.4 6.4
6.5 6.5
6.6 6.6
6.7 6.7
6.8 6.8
6.9 6.9
7.0 Start NMLC Coring At 6.9m 7.0
Explanatory Notes:
Consistency Density Index Samples Moisture
VS Very Soft VL Very Loose B Bulk Sample D Dry
S Soft L Loose D Disturbed Sample M Moist
F Firm MD Medium Dense U50 Undisturbed Sample W Wet
St Stiff D Dense (50mm diam.) Wp Plastic Limit
VSt Very Stiff VD Very Dense N S.P.T. Value Wl Liquid Limit
H Hard
Extremely Weathered SHALE, brownish grey
SPT
14,NA,N
A
TC Bit refusal at 6.9 m
Extremely Weathered SHALE, brownish grey with some
ironstainning core stones
H
G210
Surface Level: approx RL10.1 mAHD
SPT
16,NA,NA
N>50
VSt
VSt/H
Hole No: BH2
Sheet: 1 of 1
ENGINEERING LOG OF CORED HOLE Driller: BG
Client: Humble Capital Hole Commenced: 29.03.2017
Project: High Density Residential Development Hole Completed: 29.03.2017
Project Location: 19-23 Smallwood Avenue, Homebush Supervised by: RL
Checked by: NM
Drill Model: Dill Rig ( Han-Jin) Slope: 90o
90o
R.L. Surface: Existing
Barrel Type / Length: NMLC Bearing: - Datum: +41.5m approx +10.1 m AHD
Drilling Information Rock Substance Rock Mass Defects
Meth
od
Case -
Lift
Gro
undw
ate
r
Sam
ple
s /
Fie
ld T
ests
Depth
(m
)
Gra
phic
Log
Substance Description Weath
ering
EL
VL
L
E
stim
ate
dM H
S
tre
ng
thV
HE
H
Is(5
0)
M
Pa
30
10
0
Defe
ct
30
01
00
0
S
pa
cin
g
30
00
Defect Description Depth
(m
)
6.0 6.0
6.1 6.1
6.2 6.2
6.3 6.3
6.4 6.4
6.5 6.5
6.6 6.6
6.7 6.7
6.8 Rock coring starts at 6.9m 6.8
6.9 SHALE, greenish grey, DW/ 6.95 CleanJoints 6.9
7.0 closely spaced to moderately spaced SW 7.03 CleanJoints 7.0
7.1 medium to high strength 7.13 CleanJoints 7.1
N 7.2 7.2
M 7.3 7.3
L 7.4 7.4
C 7.5 7.5
7.6 7.64 CleanJoints 7.6
7.7 7.7
7.8 7.8
7.9 SHALE, greenish grey, SW 7.9
8.0 moderately spaced to widely spaced 8.0
8.1 high strength 8.1
8.2 8.2
8.3 8.3
8.4 8.4
8.5 8.5
8.6 8.6
8.7 8.7
8.8 8.8
8.9 BH2 Terminated at 8.8 m 8.9
9.0 9.0
9.1 9.1
9.2 9.2
9.3 9.3
9.4 9.4
9.5 9.5
9.6 9.6
Key - Method Case - lift Weathering Strength Is (50) MPa
AS Auger Screwing Casing used Fr Fresh EL Extremely Low < 0.03
AD Auger Drilling Barrel withdrawn water level SW Slightly weathered VL Very Low 0.03 - 0.1
R Roller / Tricone date shown DW Distinctly weathered L Low 0.1 - 0.3
W Washbore Water inflow HW Highly weathered M Medium 0.3 - 1.0
NMLC NMLC Core Drill Partial drilling water loss EW Extremely weathered H High 1.0 - 3.0
NQ,HQ Wireline Core Drill Complete drilling water loss FZ Fracture Zone VH Very High 3.0 - 10.0
CS Clay Seam EH Extremely High >10.0
Job. No G210
RQD
80%
RQD
100%
___________________________________________________________________________________________
Appendix C
___________________________________________________________________________________________
Core Photographs