On Lyons Pty Ltd
C/- Ghazi Al Ali Architect
Suite 2H, 9-13 Redmyre Rd,
Strathfield NSW 2135
Attention: Terence Zeng
Email: [email protected]
29 January 2016
RE: GEOTECHNICAL INVESTIGATION REPORT
31-35 SMALLWOOD AVENUE, HOMEBUSH NSW
Report ID: G15005HOM-R01F
Dear Charlie,
Please find below a report on the geotechnical investigation carried out at 31-35 Smallwood
Avenue, Homebush, New South Wales (herein referred to as the ‘site’).
1 PROJECT INFORMATION
1.1 INTRODUCTION AND OBJECTIVE
Geo-Environmental Engineering Pty Ltd (GEE) was commissioned by Ghazi Al Ali
Architect, on behalf of On Lyons Pty Ltd, to complete a geotechnical investigation of
the site in relation to the proposed construction of a multi-storey, residential
development with a basement. The site is currently occupied by two single storey
dwellings each with their own detached garage at the rear.
GEE understands that the investigation was required to support a Development
Application (DA) with Strathfield Council for the proposed development, which will
comprise the demolition of the existing buildings and the construction of an apartment
building comprising seven levels above ground and a two-level basement for car
parking and storage.
Geotechnical Investigation Report31-35 Smallwood Avenue, Homebush NSW
Page 2 of 20
1.2 PROPOSED DEVELOPMENT
As previously mentioned, the proposed development will comprise the demolition of the
existing structures and the construction of a seven storey residential apartment building
over a two level basement.
The finished floor level of the lowest basement is 6.38m above the Australian Height
Datum (AHD). Taking into account the existing surface level across the site and the
necessary over excavation to accommodate the basement floor slab, this equates to an
excavation of between approximately 4.0m and 6.5m below ground surface (bgs).
Based on the proposed development plans (Appendix A), the basement levels will
extend up to the northern and southern boundaries, within 1.0m from the eastern
boundary and 12m from the western boundary.
1.3 SCOPE OF WORK
The scope of work undertaken by GEE, to satisfy the above objectives, was as follows:
◊ Visual appraisal of the site conditions and locality,
◊ Review of published geological maps for the area,
◊ The drilling of boreholes and the performance of Dynamic Cone Penetrometer
(DCP) tests in an accessible part of the site to assess the subsurface conditions,
◊ The installation of a groundwater monitoring well to determine the presence and
depth of groundwater and assess the rate of groundwater inflow, and
◊ Engineering assessment and reporting.
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 3 of 20
2 SITE INFORMATION
2.1 SITE DESCRIPTION
The site is located on the western side of Smallwood Avenue and covers an area of
approximately 1,150m2. The legal description for the site is lot B & C in Deposited Plan
307288.
At the time of the investigation the site was occupied by two single storey dwellings
located in the eastern portion of their respective allotments, with detached vehicle
garages at the rear (western end) of the site. Vehicle access to each garage was from
Hudson Street which adjoins the western boundary. With the exception of a pool
located in the western portion of No. 35 Smallwood Avenue, the remainder of the site
was predominately covered by a landscaped lawns, concrete pavements and garden
beds.
Of particular significance to the proposed development is the presence of a Sydney
Water sewer pipeline which cuts across the rear of site, approximately 13m to 15m
from the western boundary. Based on information from Sydney Water (Appendix B),
the sewer comprises a 150mm diameter vitreous clay pipe and has an invert depth of
between approximately 1.2m and 2.0m. With the existing development plans, this
sewer will require realignment to facilitate construction of the proposed basement.
2.2 TOPOGRAPHY
Based on the preliminary development plans (Appendix A), the surface elevation
across the site is between 10.0m and 12.5m above Australian Height Datum (AHD).
The highest ground is located at the front (eastern end) of the site, and the site slopes
down towards the opposite (western end) at a grade of between 5% and 10%.
2.3 REGIONAL GEOLOGY AND SOILS
A review of the Sydney 1:100 000 Geological Series Sheet (reference 1) indicates that
the site is underlain by the Middle Triassic aged Ashfield Shale formation of the
Wianamatta Group which typically consists of black to dark grey shale and laminite.
A review of the regional soils map indicates that the site is located within the Blacktown
Soil Landscape Group (reference 2). Soils of the Blacktown group are typically heavy
clays derived from the weathering process of shale bedrock, and have low fertility and
are often strongly acidic.
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 4 of 20
2.4 REGIONAL HYDROGEOLOGY
The regional and permanent groundwater in the vicinity of the site is expected to be
confined or partly confined, discrete, water-bearing zones within the bedrock
formation. However, intermittent ‘perched’ water seepage is likely to occur at the soil /
bedrock interface following heavy and prolonged rainfall events.
Permanent groundwater associated with the Wianamatta group of Shale bedrock is
characterised by high salinity (reference 3 and 4) and high ammonia concentrations
(>10 mg L-1, reference 5). In this regard, groundwater within the shale formation is
not extracted for potable use and rarely extracted for any commercial / industrial
purposes. This is supported by a review of the NSW Water Information database
(http://waterinfo.nsw.gov.au/gw/) for registered groundwater bores in the vicinity of
the site. The only bores within a 500m radius of the site were used for monitoring
purposes which are typically installed for environmental purposes to assess the quality
of groundwater within a property.
The rate of groundwater movement is likely to be low as a result of low relief, low
altitude (approximately 10m AHD) and the low permeability of the Ashfield Shale
(between 10-13 and 10-9 m/sec – reference 6). Groundwater flow is dominated by
water movement through fractures (or joints), where stress has caused partial loss of
cohesion in the rock and evidence of potential water bearing fractures is usually the
presence of clay or iron-staining along face of the joints.
2.5 ACID SULFATE SOIL RISK
Acid Sulfate Soil is naturally occurring sediments and soils containing iron sulfides
(principally iron sulfide, iron disulfide or their precursors). Oxidation of these soils
through exposure to the atmosphere or through lowering of groundwater levels results
in the generation of sulfuric acid.
Land that may contain potential acid sulfate soils was mapped by the NSW Department
of Land and Water Conservation (DLWC) and based on these maps local Councils
produced their own acid sulfate soil maps to be used for planning purposes.
The DLWC ‘Prospect – Parramatta River’ Acid Sulfate Soil Risk Map (reference 3),
indicates that the site lies within an area with no known occurrences of acid sulphate
soil and land activities within this area are “...not likely to be affected by acid sulphate
soil materials”.
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 5 of 20
The ASS Planning Map produced by Strathfield Council, via interactive online mapping,
indicates that the site lies within an area defined as “Class 5”. In accordance with the
acid sulphate soil manual (reference 8) and clause 6.1 of Council’s Local Environment
Plan (LEP) 2012, a preliminary assessment of acid sulfate soil and potentially a
management plan is recommended for any “Works within 500 metres of adjacent Class
1, 2, 3 or 4 land that is below 5 metres Australian Height Datum by which the
watertable is likely to be lowered below 1 metre Australian Height Datum on adjacent
Class 1, 2, 3 or 4 land”.
It is pointed out that the minimum surface elevation of the site is approximately 10m
AHD which is much higher than the 5m AHD limit specified above. Secondly, the
proposed excavation is expected to extend no deeper than 6m AHD, which is also
significantly higher than 1m AHD limit specified in Section 6.1 of the LEP. In this
regard, there is no need for an acid sulphate soil assessment or management plan.
Additionally, as mentioned in Section 2.4, groundwater in this part of the Sydney exists
within the discrete natural fractures and defects of the bedrock formation and has a
very low permeability (between 10-13 and 10-9 m/sec – reference 6) and therefore any
water seepage will be able to be controlled by pumping from a sump excavated into
the base of the excavation. Such pumping, will not reduce the water table in
surrounding Class 1 to 4 acid sulphate areas, which according to the Strathfield
Council’s interactive mapping tool, is approximately 100m to the west of the site.
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 6 of 20
3 METHOD OF INVESTIGATION AND RESULTS
3.1 FIELDWORK METHODOLOGY
Fieldwork was undertaken on the 28th January 2015 by Joshua Long from GEE, and
comprised:
The drilling and logging of four boreholes (BH1 to BH4) in accessible areas of the
site to assess the soil conditions and depth to bedrock1,
The performance of DCP tests adjacent to each borehole to assess the
consistency and/or relative density of the soil profile and to assist with
determining the depth to bedrock,
The installation of a groundwater monitoring well within one of the four
boreholes (BH4), and
The performance of in-situ permeability tests (or slug tests) within the wells.
Boreholes BH2, BH3 and BH4 were drilled using a mechanical drill rig mounted on the
rear of a Toyota Landcruiser, utilising solid flight augers which were equipped with a
tungsten carbide drill-bit. The Landcruiser could not access the rear of No. 33
Smallwood Avenue and therefore the remaining borehole (BH1) was drilled using a
85mm diameter, hand operated auger.
Borehole BH1 was advanced through the natural soil profile before practical refusal on
completely weathered shale bedrock at a depth of 2.2m below ground surface (bgs).
The other three boreholes (BH2, BH3 and BH4) were advanced through the natural soil
profile and into the shale bedrock formation before terminating at depths of 7.5m
(BH2), 7.0m (BH3) and 7.5m (BH4) which is well beyond the depth of the proposed
basement levels.
During drilling, the encountered fill and natural soils were geologically logged by a
geotechnical engineer taking care to describe the presence and depth of fill material /
previously disturbed ground, the natural stratum, moisture, seeps or water bearing
zones, elevation of the water level/hydraulic head, and adverse aesthetics such as
discolouration, odours or obvious evidence of contamination.
1 At the time of the field assessment GEE only had access to No. 31 and 33 Smallwood Avenue, however,
it is the opinion of GEE that sufficient information was obtained.
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 7 of 20
The DCP tests were performed in accordance with Australian Standard Test Method
AS1289.6.3.2-1997 (reference 9) and were terminated due to practical refusal which
occurred at the soil / bedrock interface.
A summary of the subsurface conditions encountered is provided in Section 3.2, while a
summary of the borehole information, including total depth, is provided in Table 1 and
their locations are shown on Figure 1.
Table 1: Summary of the Borehole Information
Borehole
ID Date
Completed Drilling
Method
Total
Depth
Depth of
Filling Depth to
Bedrock
Well
Screen Interval
(m BGS) (m BGS) (m BGS) (m BGS)
BH1
28 Jan 15
Hand Auger
2.2
0.2
--
--
BH2
28 Jan 15
SFA
7.5
0.4
4.0
--
BH3
28 Jan 15
SFA
7.0
0.5
3.0
--
BH4
4 Feb 15
SFA
7.5
0.15
2.3
4.3 – 7.3
m BGS = metres below ground surface
SFA – Solid Flight Auger
3.1.1 MONITORING WELL INSTALLATION
A groundwater monitoring well was installed within borehole BH4 in accordance with
the Land and Water Biodiversity Committee (2003) Minimum Construction
Requirements for Water Bores in Australia (reference 10), using 50 mm diameter uPVC
pipe, with a machine slotted screen section, 2 mm sand pack and a bentonite seal.
The depths of the screened section of the well is provided in Table 1.
The purpose of the groundwater monitoring wells was to assess the presence and
depth of stabilised groundwater at the site and to monitor the rate of groundwater
inflow. The groundwater well installation details are shown on the borehole logs in
Appendix C and the location of the well is shown on Figure 1.
3.2 SUBSURFACE CONDITIONS
The site stratigraphy, as observed in the boreholes, typically comprised clayey silt /
gravelly silt topsoil, over natural silty clay soil, which then graded into weathered shale
bedrock. Detailed descriptions of the subsurface conditions on site are provided in the
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 8 of 20
borehole logs provided in Appendix B, while the soil profile is also summarised in
Table 2.
Table 2: Summary of Subsurface Conditions
Layer / Unit Description Depth to Base of
Layer (m)1
Consistency /
Relative Density1
Topsoil and/or
Fill
Clayey SILT: dark brown, moist, with fine to
medium sand, low plasticity. 0.15 – 0.2 Soft to Firm
Gravelly SILT: brown, low plasticity, moist with
fine to medium gravel 0.4 – 0.5 Soft to Firm
NATURAL SOIL
Silty CLAY: orange-brown becoming pale grey /
orange-brown with depth, moist, medium to
high plasticity with some ironstone gravel.
1.8 - 2.2 Stiff to Very Stiff
Silty CLAY: pale grey / orange-brown, medium
to high plasticity with minor shale fragments
(completely weathered shale / residual soil
profile)
2.3 – 4.0 Very Stiff to Hard
BEDROCK
SHALE: pale grey and light orange-brown,
extremely weathered and estimated to be of
very low strength.
5 – 6.5 --
SHALE: dark grey, extremely to moderately
weathered and estimated to be low to medium
strength.
>7.5 --
Note 1: Determined from the borehole and DCP test observations
3.2.1 GROUNDWATER
Permanent groundwater was not encountered during the drilling of each borehole.
However, groundwater seepage did eventually occur in the monitoring well installed
within borehole BH4. The stabilised level of groundwater within the well was measured
on the 6 February 2015 at 2.8m bgs. The water within the well was purged dry using
a 12Volt pump and the rate of recovery measured. The recovery of groundwater
within the well was very slow which is typical of water within the shale bedrock
formation.
Permanent groundwater within the bedrock exists within the discrete natural fractures
and defects and as previously mentioned, the permeability of the shale matrix is very
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 9 of 20
low (between 10-13 and 10-9 m/sec – reference 6). The water seepage encountered
within BH1 was likely to comprise perched water from the soil / bedrock interface which
is highly influenced by rainfall events.
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31-35 Smallwood Avenue, Homebush NSW
Page 10 of 20
4 DISCUSSION
4.1 SITE PREPARATION
Material removed from site will need to be managed in accordance with the provisions
of current legislation and may include segregation by material type classification in
accordance with the NSW EPA (2014) Waste Classification Guidelines (reference 11)
and disposal at facilities appropriately licensed to receive the particular materials. GEE
notes that the natural soil and shale bedrock may be classified as Virgin Excavated
Natural Material (VENM) and re-used on other sites rather than disposed at a landfill,
although it must be proven to be free of contamination.
GEE notes that the natural clay soil profile is expected to be susceptible to loss of
strength when wet. In this regard, it may be necessary to construct a working
platform above the prepared sub-grade in areas of high construction vehicle traffic,
comprising a minimum of 150 mm of gravel or recycled concrete.
4.2 EARTHWORKS
As mentioned in Section 1.2, earthworks at the site are expected to comprise
excavation of between approximately 4.0m and 6.5m depth. The basement levels will
extend to within close proximity to the northern, southern and eastern boundaries and
over 12m from the western boundary.
Additionally, the excavation is expected to intercept a Sydney Water sewer pipe which
crosses the rear of the site (Appendix B) and has an invert depth of between
approximately 1.2m to 2.0m. In this regard, the pipe will require re-alignment and
discussions with Sydney Water are recommended.
4.2.1 EXCAVATION
Based on the fieldwork undertaken as part of this investigation, the excavation will
encounter minor topsoil material and/or pavements then silty clay soil before
encountering shale bedrock below approximately 3.0m to 4.0m depth. GEE notes that
the strength of the bedrock has not been assessed as part of this geotechnical
investigation, however, based on the performance of the drilling rig, it is likely to be
very low to low strength and then low to medium strength within the depth of the
basement. To confirm the strength of the bedrock within the depth of proposed
excavation, a more detailed investigation would be required (preferably following
demolition of the existing dwelling) and would need to include the coring and strength
testing of the bedrock formation.
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31-35 Smallwood Avenue, Homebush NSW
Page 11 of 20
The majority of the excavation, through the soil profile and any very low strength rock
(which is typically able to be excavated using mechanical equipment), is expected to be
readily excavated using standard equipment such as excavators. However, the use of
an impact hammer will be required upon encountering low to medium strength (or
better), especially when combined with unfavourable rock-defect geometry. When
using an impact hammer the effects of vibration should be considered and are
discussed further in Section 1.2.
4.2.2 GROUNDWATER INFLOW
Permanent groundwater was not encountered in the boreholes during drilling although
some slow seepage did occur over time in the monitoring well installed within borehole
(BH4). The stabilised groundwater level recorded within BH4 was 2.8m bgs.
Considering that the proposed basement excavation will extend to at least 7m bgs,
groundwater will need to be managed during the earthworks phase and is likely to
include pumping from a designated sump at the base of the excavation. Additionally,
the lower basement will need to be ‘tanked’ or waterproofed to negate long term de-
watering, which is considered to be impractical.
To estimate the volume of water expected to flow into the excavation during the
excavation phase of work (and below the water table), GEE conducted a slug test (or
rising head permeability test) in the well (BH4). From the slug test data, GEE used the
Hvorslev method for a well within an infinite, homogenous and isotropic aquifer, the
hydraulic conductivity was calculated (reference 20), to calculate the permeability of
the shale formation and then the Dupuit Thiem Equation (reference 21) to estimate
the potential inflows to the excavation area for the proposed basement foundations.
Using the above equations the estimated inflow of groundwater for the site was less
than 5 m3/day or 5 kL/day. With this in mind and assuming a 6-month period of
basement construction below the water table, this equates to a cumulative volume of
less than 1 Mega Litres, which will need to be withdrawn from the excavation. Of
course this estimate is based on only one borehole and the hydraulic conductivity for
fractured shale bedrock is expected to be highly variable. Likewise, the 6-month
estimate of time period during which de-watering will be necessary is considered to be
very conservative according to contractors that have undertaken similar work in the
locality. More likely is a 1 to 2 month timeframe.
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 12 of 20
4.2.3 CONSTRUCTION / EXCAVATION INDUCED VIBRATION
When using a hydraulic hammer, vibrations will be transmitted through the ground and
potentially impact on adjoining structures including the adjoining heritage building.
Where possibly the use of other techniques not involving impact (e.g. rock saws),
should be adopted as they would reduce or possibly eliminate risks of damage due to
vibrations.
The adjoining structures are sensitive to vibrations above certain threshold levels
(regarding potential for cracking). Given that the proposed basement excavation will
extend to within close proximity of the boundaries, close controls by the excavation
contractor over the rock excavation are necessary, and are recommended, so that
excessive vibration effects are not generated.
Peak Particle Velocity (PPV) is usually the adopted measure of ground vibration and the
safe limits depend on the sensitivity of the adjoining structures and services. There is a
number of Australian and overseas publications which provide vibration velocity
guideline levels (or safe limits) including:
Australian Standard AS2187.2-2006 Explosives - Storage and use - Use of
explosives - Appendix J: Ground Vibrations and Airblast Overpressure (reference
12).
Australian Standard AS41670.2-1990 Evaluation of human exposure to whole-body
vibration - Part 2: Continuous and shock-induced vibration in buildings (1 to 80
Hz) (reference 13).
DIN 4150 – Part 3 – 1999. Effects if Vibration on Structures (reference 14).
Department of Environment and Conservation NSW, 2006. Assessing Vibration: a
technical guideline (reference 15).
British Standard BS 7385-1:1990. Evaluation and measurement for vibration in
buildings. Guide for measurement of vibrations and evaluation of their effects on
buildings (reference 16).
British Standard BS 7385-2:1993. Evaluation and measurement for vibration in
buildings. Guide to damage levels from groundborne vibration (reference 17).
The most appropriate guideline levels for the proposed excavation work are provided in
AS2187.2-2006, which refers to guideline values from BS7385-2 for the prevention of
minor or cosmetic damage occurring in structures from ground vibration. Additionally,
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 13 of 20
the guideline levels provided in DIN 4150 Part 3 is considered an appropriate source for
guideline levels.
Ideally, safe limits should be determined by a specialist vibration consultant. However,
as a preliminary and conservative guide, and considering the above guidelines and the
type of adjoining structures present, GEE recommend that excavation methods should
be adopted which limit ground vibrations at the adjoining developments to not more
than 10mm/sec. Vibration monitoring will be required to verify that this is achieved.
However, if the contractor adopts methods and/or equipment which limit ground
vibration to 5mm/sec, vibration monitoring may not be required.
The PPV limits of 5mm/sec and 10mm/sec are expected to be achievable if rock
breaker equipment or other excavation methods are restricted as indicated in Table 3.
Table 3: Recommendations for Rock Hammer Equipment
Distance
from
adjoining
structure
(m)
Maximum Peak Particle Velocity
5mm/sec
Maximum Peak Particle Velocity
10mm/sec*
Equipment Operating Limit
(% of Maximum
Capacity)
Equipment Operating Limit
(% of Maximum
Capacity)
1.0 to 2.0 Hand operated
jackhammer only
100 300 kg rock hammer 50
2.0 to 5.0 300 kg rock hammer 50 300 kg rock hammer
or
600 kg rock hammer
100
50
5.0 to 10.0 300 kg rock hammer 100 600 kg rock hammer 100
or or
600 kg rock hammer 50 900 kg rock hammer 50
* Vibration monitoring is recommended for 10mm/sec vibration limit.
GEE notes human discomfort levels caused by vibration are typically less than the levels
that are likely to cause cosmetic or structural damage to structures. Therefore,
complaints may be lodged by neighbours before any cosmetic or structural damage
occurs. In this regard, consideration may be given to adopting more stringent vibration
limits recommended for human amenity or, as a minimum, ensuring that vibration
monitoring is undertaken as reassurance to confirm that vibrations are within safe
limits. Acceptable vibration limits for human comfort caused by construction and
excavation equipment are provided in DEC (2006) (reference 15). Specifically
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 14 of 20
maximum acceleration limits as specified in Table 2.2 of the guideline should be
adopted.
Finally, at all times, the excavation equipment should be operated by experienced
personnel, according to the manufactures instructions, and in a manner consistent with
minimising vibration effects. Measures which may be used to minimise vibration
include:
Progressive breakage from open excavated faces,
Selective breakage along open joints, where present,
Use of rock hammers in short bursts to prevent generation of resonant
frequencies,
Orientation of the rock hammer pick away from property boundaries and into the
existing open excavation,
Commencement of excavation as far away from other structures as possible, and
The use of a rock sawing or grinder adjacent to the site boundaries. GEE notes
that this equipment also reduces the possibility of overbreak and loosening of the
rock mass.
4.2.4 EXCAVATION SUPPORT
Based on the proposed development plans (Appendix A), the excavation of the
basement will extend to within close proximity of the site boundaries, as such either
temporary shoring or the early construction of permanent walls designed to shore up
the boundaries, will be required.
The soil profile and shale formation, within the depth of the proposed basement, will
require full support during excavation. Given the ground conditions, the options for
shoring include the use of soldier piles or contiguous piling combined with a pile cap.
Open bored piles or CFA piles are considered feasible and should be designed by a
suitably experienced structural engineer in accordance with AS 4678-2002 Earth
Retaining Structures (reference 18) and should consider the short and long term
configurations. In the short term, should the shoring walls be cantilevered or
supported by a single row of anchors and some wall movements can be tolerated
(flexible wall), the pressure acting on the wall can be estimated on the basis of a
triangular earth pressure distribution.
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31-35 Smallwood Avenue, Homebush NSW
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When internal props, such as the ground floor slab, restrain retaining wall movement,
or where significant movements cannot be tolerated (rigid wall), an ‘at-rest’ earth
pressure coefficient (Ko) should be adopted with either a uniform or trapezoidal
pressure distribution. It should be noted that shoring which is designed for this ‘at rest’
coefficient will still undergo some lateral movements, depending on the final
configuration of the wall and construction sequence.
The design of any retaining structures should make allowance for all applicable
surcharge loadings including construction activities around the perimeter of the
excavation and adjacent buildings. Consideration should be given to the possibility of a
hydrostatic pressure due to build-up of water behind the wall (e.g. from broken
services), unless permanent subsurface drainage can be provided.
Finally, computer aided analysis may be carried out to assess potential ground
movements based on different wall designs and construction sequence, so as to control
deflections to within tolerable limits. It is also considered prudent to carry out surveys
before and after installation to measure the actual movement of the wall or soil.
Preliminary geotechnical parameters for the soil and bedrock profile encountered at the
site are provided in Table 4 and it is recommended that further investigation, including
the coring of the bedrock throughout the full depth of the basement level be
undertaken to confirm these parameters and the depth of the various soil/ bedrock
units.
Table 4: Preliminary Geotechnical Design Parameters – Retaining Walls
Units
Depth to
Top of
Layer (m)
Unit
Weight
(kN/m3)
Active Lateral
Earth Pressure
(Ka)
Lateral
Earth
Pressure
at Rest
(Ko)
Passive
Lateral
Earth
Pressure
(Kp) Temporary Long Term
Soil Profile 0.0 19 0.35 0.38 0.50 --
SHALE - Class V/IV
(typically very low
to low strength)
2.3 – 4.0 20 0.30 0.33 0.50 --
SHALE - Class III
or better(typically
low to medium
strength)
Estimated
5.0 – 6.5 22 0.20 0.25 0.40 4.5
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31-35 Smallwood Avenue, Homebush NSW
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4.2.5 TEMPORARY ANCHORS
Temporary ground anchors are likely to be required for the lateral restraint of boundary
shoring walls until such time that the walls are permanently strutted by the building
floor slabs. Suggested allowable bond stresses for the design of temporary ground
anchors in very low to low strength shale is 150kPa.
Ground anchors should be designed to have a free length that extends beyond an
imaginary line drawn upwards at an angle of 45° from the toe of the wall, to cater for
possible 45° faults or joints behind the wall. The minimum free length should be 3 m.
After installation, each anchor should be proof loaded to 125% of the design working
load and locked-off at about 80% of the working load. Periodic checks should be
carried out during the construction phase to ensure that the lock-off load is maintained
and not lost due to creep effects or other causes. The above parameters are based on
the assumption that the anchor holes are clean and thoroughly flushed, with grouting
and other installation procedures carried out carefully and in accordance with normal
good anchoring practice. The successful anchoring contractor should be required to
demonstrate that the above bond values are achievable with the proposed anchor
construction methods.
4.3 FOUNDATIONS
Following excavation of the basement, the bulk excavation level will comprise shale
bedrock and at this preliminary stage, is assessed as being capable of providing an
allowable bearing capacity of 700kPa (Pells et al reference 19). Should higher bearing
capacity be required, further geotechnical investigation will be required to assess the
strength and quality of the bedrock formation.
Footing systems should be designed by a suitably qualified and experienced structural
engineer and GEE recommends that inspection by a geotechnical engineer is
undertaken during the footing excavation stage, to confirm that the design founding
conditions have been achieved.
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31-35 Smallwood Avenue, Homebush NSW
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5 CONCLUSION AND RECOMMENDATIONS
GEE considers that sufficient information has been gained to be confident of the
subsurface conditions across the site, to assist with design of the proposed
development and to provide Council with assurances regarding the geotechnical
feasibility of the proposed development.
Based on the results of the investigation, the proposed development is considered
feasible, although a Sydney Water sewer pipeline will need re-alignment to facilitate
the proposed basement. Additionally, GEE concludes that the existing rock formation is
capable of withstanding the proposed loads to be imposed, and standard shoring works
(provided they are designed by a structural engineer), will ensure the stability of the
excavation and provide protection and support of adjoining properties.
The geotechnical issues associated with the proposed development have been
addressed by the investigation and are discussed in this report. If, during construction,
any conditions are encountered that vary significantly from those described or inferred
in the above report, it is a condition of the report that we be advised so that those
conditions, and the conclusions discussed in the report, can be reviewed and
alternative recommendations assessed, if appropriate.
GEE will be pleased to assist with any further advice or geotechnical services required
in regard to the proposed development.
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31-35 Smallwood Avenue, Homebush NSW
Page 18 of 20
6 GENERAL LIMITATIONS
Soil and rock formations are variable. The logs or other information presented as part
of this report indicate the approximate subsurface conditions only at the specific test
locations. Boundaries between zones on the logs or stratigraphic sections are often not
distinct, but rather are transitional and have been interpreted.
The precision with which subsurface conditions are indicated depends largely on the
frequency and method of sampling, and on the uniformity of subsurface conditions.
The spacing of test sites also usually reflects budget and schedule constraints.
Groundwater conditions described in this report refer only to those observed at the
place and under circumstances noted in the report. The conditions may vary
seasonally or as a consequence of construction activities on the site or adjacent sites.
Where ground conditions encountered at the site differ significantly from those
anticipated in the report, either due to natural variability of subsurface conditions or
construction activities, it is a condition of this report that GEE be notified of any
variations and be provided with an opportunity to review the recommendations of this
report. Recognition of changed soil and rock conditions requires experience and it is
recommended that a suitably experienced geotechnical engineer be engaged to visit
the site with sufficient frequency to detect if conditions have changed significantly.
The comments given in this report are intended only for the guidance of the design
engineer, or for other purposes specifically noted in the report. The number of
boreholes or test excavations necessary to determine all relevant underground
conditions which may affect construction costs, techniques and equipment choice,
scheduling, and sequence of operations would normally be greater than has been
carried out for design purposes. Contractors should therefore rely on their own
additional investigations, as well as their own interpretations of the borehole data in
this report, as to how subsurface conditions may affect their work.
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 19 of 20
If you have any questions about the content of this letter, please do not hesitate to contact the
undersigned.
Yours sincerely
Stephen McCormack
Principal
REFERENCES
1. Department of Mineral Resources, 1983: Sydney 1:100,000 Geological Series Map Sheet
9130 (Edition 1).
2. Department of Land and Water Conservation (DLWC), 2004: Sydney 1:100 000 Soil
Landscape Series Sheet 9130 (second edition).
3. Wooley, D.R., 1983: Groundwater. In Herbert, C., (Ed), Geology of the Sydney
1:100,000 Sheet 9130, Geological Survey of New South Wales, Department of Mineral
Resources, pp. 145-148.
4. Krumins, H., Bradd, J., and McKibbon, D., 1998: Hawkesbury-Nepean Catchment
Groundwater Availability Map: Map Notes. Department of Land and Water Conversation,
December, 1998, Parramatta, 12 pp.
5. Old, A. N., 1942: The Wianamatta Shale Waters of the Sydney District. Agricultural
Gazette of New South Wales, Miscellaneous Publication 3225.
6. Cook P.G., 2003: A Guide to Regional Groundwater Flow in Fractured Rock Aquifers.
Seaview Press, Henley Beach (South Australia), 108pp.
7. DLWC, 1997: Department of Land and Water Conservation of NSW, 1997: Prospect –
Parramatta River Acid Sulfate Soil Risk Map – Edition Two.
8. ASSMAC, 1998: Acid Sulfate Soils Management Advisory Committee, 1998a: Acid Sulfate
Soil Manual.
9. Australian Standards, 1997. AS1289.6.3.2 Determination of the penetration resistance of
a soil – 9kg dynamic cone penetrometer test.
10. Land and Water Biodiversity Committee (2003): Minimum Construction Requirements
for Water Bores in Australia. Edition 2 Revised September 2003.
11. New South Wales Environment Protection Authority (NSW EPA), 2014: Waste
classification guidelines – Part 1 classifying waste. November 2014.
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
Page 20 of 20
12. Australian Standard AS2187.2-2006 Explosives - Storage and use - Use of explosives -
Appendix J: Ground Vibrations and Airblast Overpressure.
13. Australian Standard AS41670.2-1990: Evaluation of human exposure to whole-body
vibration - Part 2: Continuous and shock-induced vibration in buildings (1 to 80 Hz).
14. DIN 4150 – Part 3 – 1999. Effects if Vibration on Structures.
15. Department of Environment and Conservation NSW, 2006. Assessing Vibration: a
technical guideline.
16. British Standard BS 7385-1:1990. Evaluation and measurement for vibration in
buildings. Guide for measurement of vibrations and evaluation of their effects on
buildings.
17. British Standard BS 7385-2:1993. Evaluation and measurement for vibration in
buildings. Guide to damage levels from groundborne vibration.
18. Australian Standard AS4678-2002: Australian Standard, 2002: Earth Retaining
Structures.
19. Pells et al, 1998: Foundations on Sandstone and Shale in the Sydney Region, Australian
Geomechanics Society, 1998.
20. Hvorslev, M.J., 1951. Time Lag and Soil Permeability in Ground-Water Observations,
Bull. No. 36, Waterways Exper. Sta. Corps of Engrs, U.S. Army, Vicksburg, Mississippi,
pp. 1-5.
21. Dupuit, J. 1863. E´tude the´orique et pratique sur le movement des eaux dans les
canaux de´couverts et a travers les terrains permeables. 2nd ed. Paris, France: Dunod
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
FIGURE 1
SITE PLAN
SITE PLAN31-35 Smallwood Avenue, Homebush NSW
Aerial Image Source: provided by Nearmap Ltd (www.nearmap.com.au) - Image date: 29th November 2014
A
182 BRIDGE STREETLANE COVE NSW 2066P - 61 (2) 9420 3361E - [email protected]
DRAWN:
DATE:SCALE:
JOB No.: REVISION:
N.T.S
J.Long
TITLE: FIGURE No.:29 Jan 16
G15005HOM
North
Approximate Site Boundary
Approximate Location of Proposed Basement
BH1
BH2
BH3
BH4
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
APPENDIX A
Architectural Plans (10 Sheets)
GSPublisherVersion 24.0.79.71
ARCHITECT:PROJECT:
31-35 SMALLWOOD AVE, HOMEBUSHCLIENT:
MR CHARLIE AYOUBSCALE: DATE: CAD FILE NUMBER:
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
1:200
DRAWING NAME
BASEMENT 02
PRO
JECT
NU
MBE
R
ISSUE
AA1200
DRAWING NUMBER
DATZ TZ
15/01/2016
23.1
4
ACCESS: ACOUSTIC: HYDRAULIC: BCA: PLANNING:TRAFFIC:
GEOTECHNICAL:QUANTITY SURVEY: BASIX:
WILLANA & ASSOCIATESa: PO BOX 170, Randwick NSW 2031e: [email protected]: 9399 6500w: www.willana.com.au
WASTE MANAGEMENT:LANDSCAPING:
ML TRAFFICa: Suite 5.04 Level 5, 365 Little CollinsStreet, Melbourne Vic 3000p: 03 9016 9865
Ghazi Al Ali Architect9-13 Redmyre Rd, Strathfield, NSW 2135t: 02 8065 1544e: [email protected]
CONZEPTa: Suit 101, 506 Miller St, Cammeray NSW2062t: +61 2 9922 5312
ACCESS SOLUTIONSa: PO Box 282, Hamilton NSW 2303m: 0411 824 183
GA
N
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Dra
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A3 © COPYRIGHTFOR DA
PURPOSES ONLYNOT FOR
CONSTRUCTION
F O R D A
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
15/0
1/20
16A
UNIT 2H ,9-13 R E D M Y R E R D , STRATHFIELD, N S W 2135
T. +612 8065 1544 | E . office@ ghazia.c o mA C N : 67167131848
12.50 % 25.00 % 25.00 % 12.50 %
920
920 16 x 188 = 3,000
123456789101112131415
32 33 34 35 36 37 38 39 40 41 42 43
4445
4647
4849
5051
5253
5455
50,292
50,292
50,292
50,292
34,2
90
34,2
90
10,3
0080
04,
800
7,19
05,
000
5,00
01,
000
200
7,85
016
,340
5,00
05,
100
6.38
6.38
SERVICESROOM
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
STORAGE
BASEMENT 02
920
600 600
920
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 150 1 2 5 10M
BASEMENT 02 PLAN 1:200SCALE 1:200
GSPublisherVersion 24.0.79.71
ARCHITECT:PROJECT:
31-35 SMALLWOOD AVE, HOMEBUSHCLIENT:
MR CHARLIE AYOUBSCALE: DATE: CAD FILE NUMBER:
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
1:200
DRAWING NAME
BASEMENT 01
PRO
JECT
NU
MBE
R
ISSUE
AA1201
DRAWING NUMBER
DATZ TZ
15/01/2016
23.1
4
ACCESS: ACOUSTIC: HYDRAULIC: BCA: PLANNING:TRAFFIC:
GEOTECHNICAL:QUANTITY SURVEY: BASIX:
WILLANA & ASSOCIATESa: PO BOX 170, Randwick NSW 2031e: [email protected]: 9399 6500w: www.willana.com.au
WASTE MANAGEMENT:LANDSCAPING:
ML TRAFFICa: Suite 5.04 Level 5, 365 Little CollinsStreet, Melbourne Vic 3000p: 03 9016 9865
Ghazi Al Ali Architect9-13 Redmyre Rd, Strathfield, NSW 2135t: 02 8065 1544e: [email protected]
CONZEPTa: Suit 101, 506 Miller St, Cammeray NSW2062t: +61 2 9922 5312
ACCESS SOLUTIONSa: PO Box 282, Hamilton NSW 2303m: 0411 824 183
GA
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A3 © COPYRIGHTFOR DA
PURPOSES ONLYNOT FOR
CONSTRUCTION
F O R D A
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
15/0
1/20
16A
UNIT 2H ,9-13 R E D M Y R E R D , STRATHFIELD, N S W 2135
T. +612 8065 1544 | E . office@ ghazia.c o mA C N : 67167131848
103.50 m2
96.71 m2
16 x 188 = 3,000
123456789101112131415
920
920 16 x 188 = 3,000
123456789101112131415
1 2 3 4 5 6 7 8 9 10 11 12
1314
1516
1718
1920
2122
23
4 x
180
= 7
20
123
12
x 19
0 =
2,28
0
1234567891011
50,292
50,292
50,292
12,642 32,860 4,790
34,2
90
34,2
90
10,3
0080
04,
800
7,19
05,
000
5,00
01,
000
200
4,00
03,
850
20,8
505,
590
9.38
9.3810.02
10.10
9.38
10.1010.1010.10
171.22 m2
3.89 m2
3.58 m2
BOLLARD
BOLLARDBOLLARD
BOLLARDSHARED
AREA
2524
VOID
BASEMENT 01
HYD
RA
NT
BO
OST
ER
SHAREDAREA
SHAREDAREA
2928
SHAREDAREA
YELLOW BINS TOBE COLLECTEDFORTNIGHTLY
RED BINS TOBE COLLECTED
WEEKLY
2627
3031
COMMERCIAL/VISITOR
COMMERCIAL/VISITOR
COMMERCIAL/VISITOR
COMMERCIAL/VISITOR
COMMERCIAL/VISITOR
COMMERCIAL/VISITOR
COMMERCIAL/VISITOR
COMMERCIAL/VISITOR
COMMERCIAL/VISITOR
600 600
920
12.50 % 25.00 % 25.00 % 12.50 %
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 150 1 2 5 10M
BASEMENT 01 PLAN 1:200SCALE 1:200
GSPublisherVersion 24.0.79.71
ARCHITECT:PROJECT:
31-35 SMALLWOOD AVE, HOMEBUSHCLIENT:
MR CHARLIE AYOUBSCALE: DATE: CAD FILE NUMBER:
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
1:200
DRAWING NAME
GROUND
PRO
JECT
NU
MBE
R
ISSUE
AA1202
DRAWING NUMBER
DATZ TZ
15/01/2016
23.1
4
ACCESS: ACOUSTIC: HYDRAULIC: BCA: PLANNING:TRAFFIC:
GEOTECHNICAL:QUANTITY SURVEY: BASIX:
WILLANA & ASSOCIATESa: PO BOX 170, Randwick NSW 2031e: [email protected]: 9399 6500w: www.willana.com.au
WASTE MANAGEMENT:LANDSCAPING:
ML TRAFFICa: Suite 5.04 Level 5, 365 Little CollinsStreet, Melbourne Vic 3000p: 03 9016 9865
Ghazi Al Ali Architect9-13 Redmyre Rd, Strathfield, NSW 2135t: 02 8065 1544e: [email protected]
CONZEPTa: Suit 101, 506 Miller St, Cammeray NSW2062t: +61 2 9922 5312
ACCESS SOLUTIONSa: PO Box 282, Hamilton NSW 2303m: 0411 824 183
GA
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
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ize
A3 © COPYRIGHTFOR DA
PURPOSES ONLYNOT FOR
CONSTRUCTION
F O R D A
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
15/0
1/20
16A
UNIT 2H ,9-13 R E D M Y R E R D , STRATHFIELD, N S W 2135
T. +612 8065 1544 | E . office@ ghazia.c o mA C N : 67167131848
55.71 m2
23.70 m2
24.85 m2
16 x 188 = 3,000
123456789101112131415
920
1250
1250
1250
1250
920
920
920
820
920
820
920
920
720
820
720
820
820
720
720
820
820
820
720
720
820
920
720
720
720
4 x
180
= 7
20
123
12
x 19
0 =
2,28
0
1234567891011
1550
1550
1550
1550
1000
50,292
12,642 18,650 2,764 16,236
50,292
17,892 2,850 29,550
34,2
90
34,2
90
10,3
0080
04,
800
2,40
04,
790
5,00
05,
000
1,00
020
0
7,85
08,
050
8,29
05,
000
5,10
0
10.3412.29
12.55
12.38
12.3812.38
12.38
10.02
10.10
12.38
10.10
9.38
10.02
10.10
43.05 m221.88 m2
TREE TO BEREMOVED
TREE TO BEREMOVED
LETTERBOX
KITCHEN COMPLIES WITHAS4299 'ADAPTABLE HOUSING'
1.6 SILL HEIGHT 1.6 SILL HEIGHT
SMA
LLWO
OD
AVEN
UE
HU
DSO
N S
TREE
T
HYD
RA
NT
BO
OST
ER
BIN COLLECTION AREA
PLANTERBOX
ADAPTABLE
HYDRULIC PUMP ROOMSPRINKLER ALARM VALVE BIN COLLECTION AREA
BICYCLEPARKING : 18
SPRINKLER PUMP ROOM
SERVICESROOM
1 BEDG03
A: 57.25 m2
2 BEDG05
A: 75.09 m2
2 BEDG01
A: 76.07 m2
COMMERCIALG04
A: 64.81 m2
2 BEDG02
A: 75.98 m2
2 BEDG06
A: 75.09 m2
12.50 % 25.00 % 25.00 % 12.50 %
920
920920
600 600
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 150 1 2 5 10M
GROUND LEVEL PLAN 1:200SCALE 1:200
GSPublisherVersion 24.0.79.71
ARCHITECT:PROJECT:
31-35 SMALLWOOD AVE, HOMEBUSHCLIENT:
MR CHARLIE AYOUBSCALE: DATE: CAD FILE NUMBER:
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
1:200
DRAWING NAME
LEVEL 01
PRO
JECT
NU
MBE
R
ISSUE
AA1203
DRAWING NUMBER
DATZ TZ
15/01/2016
23.1
4
ACCESS: ACOUSTIC: HYDRAULIC: BCA: PLANNING:TRAFFIC:
GEOTECHNICAL:QUANTITY SURVEY: BASIX:
WILLANA & ASSOCIATESa: PO BOX 170, Randwick NSW 2031e: [email protected]: 9399 6500w: www.willana.com.au
WASTE MANAGEMENT:LANDSCAPING:
ML TRAFFICa: Suite 5.04 Level 5, 365 Little CollinsStreet, Melbourne Vic 3000p: 03 9016 9865
Ghazi Al Ali Architect9-13 Redmyre Rd, Strathfield, NSW 2135t: 02 8065 1544e: [email protected]
CONZEPTa: Suit 101, 506 Miller St, Cammeray NSW2062t: +61 2 9922 5312
ACCESS SOLUTIONSa: PO Box 282, Hamilton NSW 2303m: 0411 824 183
GA
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A3 © COPYRIGHTFOR DA
PURPOSES ONLYNOT FOR
CONSTRUCTION
F O R D A
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
15/0
1/20
16A
UNIT 2H ,9-13 R E D M Y R E R D , STRATHFIELD, N S W 2135
T. +612 8065 1544 | E . office@ ghazia.c o mA C N : 67167131848
10.18 m2
10.40 m2
10.00 m2
10.18 m2
10.00 m2
10.00 m2
10.00 m2
10.71 m2
920
920
920
920
920
920
920
920
720
820
720
820
820
720
820
720
820
720
820
820
820
720
820
820
720
820
820
920
820
920
720720
820
820
720
720
820
1550
1550
1550
1550
1000
34,2
90
3,50
03,
400
2,10
03,
400
3,50
02,
400
15,9
90
50,292
31,291 2,764 9,236 3,000 4,000
50,292
19,056 2,000 10,237 2,764 16,236
34,2
90
9,00
06,
900
2,40
03,
600
3,89
08,
500
15.88
KITCHEN COMPLIES WITHAS4299 'ADAPTABLE HOUSING'
1.6 SILL HEIGHT
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHT 1.6 SILL HEIGHT
1.6 SILL HEIGHT
1.6 SILL HEIGHT
1.6 SILL HEIGHT
ADAPTABLE
VOID
VOID
1 BED103
A: 57.25 m2
2 BED101
A: 76.07 m2
2 BED105
A: 75.09 m2
2 BED107
A: 75.09 m2
2 BED104
A: 75.09 m2
2 BED102
A: 75.98 m2
2 BED108
A: 75.09 m2
2 BED106
A: 75.09 m2
920
600 600
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 150 1 2 5 10M
LEVEL 01 PLAN 1:200SCALE 1:200
GSPublisherVersion 24.0.79.71
ARCHITECT:PROJECT:
31-35 SMALLWOOD AVE, HOMEBUSHCLIENT:
MR CHARLIE AYOUBSCALE: DATE: CAD FILE NUMBER:
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
1:200
DRAWING NAME
LEVEL 02
PRO
JECT
NU
MBE
R
ISSUE
AA1204
DRAWING NUMBER
DATZ TZ
15/01/2016
23.1
4
ACCESS: ACOUSTIC: HYDRAULIC: BCA: PLANNING:TRAFFIC:
GEOTECHNICAL:QUANTITY SURVEY: BASIX:
WILLANA & ASSOCIATESa: PO BOX 170, Randwick NSW 2031e: [email protected]: 9399 6500w: www.willana.com.au
WASTE MANAGEMENT:LANDSCAPING:
ML TRAFFICa: Suite 5.04 Level 5, 365 Little CollinsStreet, Melbourne Vic 3000p: 03 9016 9865
Ghazi Al Ali Architect9-13 Redmyre Rd, Strathfield, NSW 2135t: 02 8065 1544e: [email protected]
CONZEPTa: Suit 101, 506 Miller St, Cammeray NSW2062t: +61 2 9922 5312
ACCESS SOLUTIONSa: PO Box 282, Hamilton NSW 2303m: 0411 824 183
GA
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A3 © COPYRIGHTFOR DA
PURPOSES ONLYNOT FOR
CONSTRUCTION
F O R D A
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
15/0
1/20
16A
UNIT 2H ,9-13 R E D M Y R E R D , STRATHFIELD, N S W 2135
T. +612 8065 1544 | E . office@ ghazia.c o mA C N : 67167131848
10.38 m2
10.40 m2
10.00 m2
10.18 m2
10.00 m2
10.00 m2
10.00 m2
11.20 m2
920
920
920
920
920
920
920
920
820
720
820
720
820
720
820
820
820
720
820
820
720
820
820
920
820
920
720720
820
820
720
820
720
720
820
720
820
1550
1550
1550
1550
1000
34,2
90
3,50
03,
400
2,10
03,
400
3,50
02,
400
15,9
90
50,292
43,292 7,000
50,292
50,292
34,2
90
9,00
06,
900
2,40
03,
600
3,89
08,
500
18.88
KITCHEN COMPLIES WITHAS4299 'ADAPTABLE HOUSING'
1.6 SILL HEIGHT
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHT 1.6 SILL HEIGHT
1.6 SILL HEIGHT
1.6 SILL HEIGHT
1.6 SILL HEIGHT
ADAPTABLE
VOID
VOID
1 BED203
A: 57.25 m2
2 BED201
A: 76.07 m2
2 BED205
A: 75.09 m2
2 BED207
A: 75.09 m2
2 BED204
A: 75.09 m2
2 BED202
A: 75.98 m2
2 BED208
A: 75.09 m2
2 BED206
A: 75.09 m2
920
600 600
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 150 1 2 5 10M
LEVEL 02 PLAN 1:200SCALE 1:200
GSPublisherVersion 24.0.79.71
ARCHITECT:PROJECT:
31-35 SMALLWOOD AVE, HOMEBUSHCLIENT:
MR CHARLIE AYOUBSCALE: DATE: CAD FILE NUMBER:
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
1:200
DRAWING NAME
LEVEL 03
PRO
JECT
NU
MBE
R
ISSUE
AA1205
DRAWING NUMBER
DATZ TZ
15/01/2016
23.1
4
ACCESS: ACOUSTIC: HYDRAULIC: BCA: PLANNING:TRAFFIC:
GEOTECHNICAL:QUANTITY SURVEY: BASIX:
WILLANA & ASSOCIATESa: PO BOX 170, Randwick NSW 2031e: [email protected]: 9399 6500w: www.willana.com.au
WASTE MANAGEMENT:LANDSCAPING:
ML TRAFFICa: Suite 5.04 Level 5, 365 Little CollinsStreet, Melbourne Vic 3000p: 03 9016 9865
Ghazi Al Ali Architect9-13 Redmyre Rd, Strathfield, NSW 2135t: 02 8065 1544e: [email protected]
CONZEPTa: Suit 101, 506 Miller St, Cammeray NSW2062t: +61 2 9922 5312
ACCESS SOLUTIONSa: PO Box 282, Hamilton NSW 2303m: 0411 824 183
GA
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A3 © COPYRIGHTFOR DA
PURPOSES ONLYNOT FOR
CONSTRUCTION
F O R D A
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
15/0
1/20
16A
UNIT 2H ,9-13 R E D M Y R E R D , STRATHFIELD, N S W 2135
T. +612 8065 1544 | E . office@ ghazia.c o mA C N : 67167131848
10.00 m2
10.40 m2
10.00 m2
10.18 m2
10.00 m2
10.00 m2
10.00 m2
10.71 m2
920
920
920
920
920
920
920
920
820
720
820
720
820
720
820
820
820
720
820
820
720
820
820
920
820
920
720720
820
820
720
820
720
720
820
720
820
1550
1550
1550
1550
1000
34,2
90
3,50
03,
400
2,10
03,
400
3,50
02,
400
15,9
90
50,292
43,292 7,000
50,292
50,292
34,2
90
9,00
06,
900
2,40
03,
600
3,89
08,
500
21.88
KITCHEN COMPLIES WITHAS4299 'ADAPTABLE HOUSING'
1.6 SILL HEIGHT
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHT 1.6 SILL HEIGHT
1.6 SILL HEIGHT
1.6 SILL HEIGHT
1.6 SILL HEIGHT
ADAPTABLE
VOID
VOID
1 BED303
A: 57.25 m2
2 BED301
A: 76.07 m2
2 BED305
A: 75.09 m2
2 BED307
A: 75.09 m2
2 BED304
A: 75.09 m2
2 BED302
A: 75.98 m2
2 BED308
A: 75.09 m2
2 BED306
A: 75.09 m2
920
600 600
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 150 1 2 5 10M
LEVEL 03 PLAN 1:200SCALE 1:200
GSPublisherVersion 24.0.79.71
ARCHITECT:PROJECT:
31-35 SMALLWOOD AVE, HOMEBUSHCLIENT:
MR CHARLIE AYOUBSCALE: DATE: CAD FILE NUMBER:
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
1:200
DRAWING NAME
LEVEL 04
PRO
JECT
NU
MBE
R
ISSUE
AA1206
DRAWING NUMBER
DATZ TZ
15/01/2016
23.1
4
ACCESS: ACOUSTIC: HYDRAULIC: BCA: PLANNING:TRAFFIC:
GEOTECHNICAL:QUANTITY SURVEY: BASIX:
WILLANA & ASSOCIATESa: PO BOX 170, Randwick NSW 2031e: [email protected]: 9399 6500w: www.willana.com.au
WASTE MANAGEMENT:LANDSCAPING:
ML TRAFFICa: Suite 5.04 Level 5, 365 Little CollinsStreet, Melbourne Vic 3000p: 03 9016 9865
Ghazi Al Ali Architect9-13 Redmyre Rd, Strathfield, NSW 2135t: 02 8065 1544e: [email protected]
CONZEPTa: Suit 101, 506 Miller St, Cammeray NSW2062t: +61 2 9922 5312
ACCESS SOLUTIONSa: PO Box 282, Hamilton NSW 2303m: 0411 824 183
GA
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A3 © COPYRIGHTFOR DA
PURPOSES ONLYNOT FOR
CONSTRUCTION
F O R D A
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
15/0
1/20
16A
UNIT 2H ,9-13 R E D M Y R E R D , STRATHFIELD, N S W 2135
T. +612 8065 1544 | E . office@ ghazia.c o mA C N : 67167131848
10.00 m2
10.40 m2
10.00 m2
10.18 m2
10.00 m2
10.00 m2
10.00 m2
11.20 m2
920
920
920
920
920
920
920
920
820
720
820
720
820
720
820
820
820
720
820
820
720
820
820
920
820
920
720720
820
820
720
820
720
720
820
720
820
1550
1550
1550
1550
1000
34,2
90
3,50
03,
400
2,10
03,
400
3,50
02,
400
15,9
90
50,292
43,292 7,000
50,292
50,292
34,2
90
9,00
06,
900
2,40
03,
600
3,89
08,
500
24.88
KITCHEN COMPLIES WITHAS4299 'ADAPTABLE HOUSING'
1.6 SILL HEIGHT 1.6 SILL HEIGHT 1.6 SILL HEIGHT
1.6 SILL HEIGHT
1.6 SILL HEIGHT
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHTGLASS BLOCK
1.6 SILL HEIGHT
ADAPTABLE
VOID
VOID
1 BED403
A: 57.25 m2
2 BED401
A: 76.07 m2
2 BED405
A: 75.09 m2
2 BED407
A: 75.09 m2
2 BED404
A: 75.09 m2
2 BED402
A: 75.98 m2
2 BED408
A: 75.09 m2
2 BED406
A: 75.09 m2
920
600 600
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 150 1 2 5 10M
LEVEL 04 PLAN 1:200SCALE 1:200
GSPublisherVersion 24.0.79.71
ARCHITECT:PROJECT:
31-35 SMALLWOOD AVE, HOMEBUSHCLIENT:
MR CHARLIE AYOUBSCALE: DATE: CAD FILE NUMBER:
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
1:200
DRAWING NAME
LEVEL 05
PRO
JECT
NU
MBE
R
ISSUE
AA1207
DRAWING NUMBER
DATZ TZ
15/01/2016
23.1
4
ACCESS: ACOUSTIC: HYDRAULIC: BCA: PLANNING:TRAFFIC:
GEOTECHNICAL:QUANTITY SURVEY: BASIX:
WILLANA & ASSOCIATESa: PO BOX 170, Randwick NSW 2031e: [email protected]: 9399 6500w: www.willana.com.au
WASTE MANAGEMENT:LANDSCAPING:
ML TRAFFICa: Suite 5.04 Level 5, 365 Little CollinsStreet, Melbourne Vic 3000p: 03 9016 9865
Ghazi Al Ali Architect9-13 Redmyre Rd, Strathfield, NSW 2135t: 02 8065 1544e: [email protected]
CONZEPTa: Suit 101, 506 Miller St, Cammeray NSW2062t: +61 2 9922 5312
ACCESS SOLUTIONSa: PO Box 282, Hamilton NSW 2303m: 0411 824 183
GA
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A3 © COPYRIGHTFOR DA
PURPOSES ONLYNOT FOR
CONSTRUCTION
F O R D A
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
15/0
1/20
16A
UNIT 2H ,9-13 R E D M Y R E R D , STRATHFIELD, N S W 2135
T. +612 8065 1544 | E . office@ ghazia.c o mA C N : 67167131848
82.73 m283.09 m2
82.24 m288.79 m2
13.40 m2
0.00 m2
11.00 m2
13.80 m2
10.40 m2
920
920
720
820
720
820
820
820 820
820
920
720
820
820
720
920
820
920
820
920
1550
1550
1550
1550
1000
34,2
90
3,50
03,
400
2,10
03,
400
3,50
02,
400
3,29
03,
400
2,10
03,
400
3,80
0
50,292
31,291 15,000 4,000
50,292
20,292 11,500 3,000 11,500 4,000
34,2
90
9,00
06,
900
2,40
03,
600
3,89
01,
300
3,40
03,
800
27.881.6 SILL HEIGHT
KITCHEN COMPLIES WITHAS4299 'ADAPTABLE HOUSING'
1.6 SILL HEIGHT1.6 SILL HEIGHT1.6 SILL HEIGHT1.6 SILL HEIGHT
1.6 SILL HEIGHT1.6 SILL HEIGHT1.6 SILL HEIGHT1.6 SILL HEIGHT
ADAPTABLE
2 BED502
A: 80.24 m2
2 BED501
A: 70.68 m2
2 BED504
A: 80.24 m2
2 BED503
A: 75.09 m2
600 600 920
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 150 1 2 5 10M
LEVEL 05 PLAN 1:200SCALE 1:200
GSPublisherVersion 24.0.79.71
ARCHITECT:PROJECT:
31-35 SMALLWOOD AVE, HOMEBUSHCLIENT:
MR CHARLIE AYOUBSCALE: DATE: CAD FILE NUMBER:
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
1:200
DRAWING NAME
LEVEL 06
PRO
JECT
NU
MBE
R
ISSUE
AA1208
DRAWING NUMBER
DATZ TZ
15/01/2016
23.1
4
ACCESS: ACOUSTIC: HYDRAULIC: BCA: PLANNING:TRAFFIC:
GEOTECHNICAL:QUANTITY SURVEY: BASIX:
WILLANA & ASSOCIATESa: PO BOX 170, Randwick NSW 2031e: [email protected]: 9399 6500w: www.willana.com.au
WASTE MANAGEMENT:LANDSCAPING:
ML TRAFFICa: Suite 5.04 Level 5, 365 Little CollinsStreet, Melbourne Vic 3000p: 03 9016 9865
Ghazi Al Ali Architect9-13 Redmyre Rd, Strathfield, NSW 2135t: 02 8065 1544e: [email protected]
CONZEPTa: Suit 101, 506 Miller St, Cammeray NSW2062t: +61 2 9922 5312
ACCESS SOLUTIONSa: PO Box 282, Hamilton NSW 2303m: 0411 824 183
GA
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A3 © COPYRIGHTFOR DA
PURPOSES ONLYNOT FOR
CONSTRUCTION
F O R D A
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
15/0
1/20
16A
UNIT 2H ,9-13 R E D M Y R E R D , STRATHFIELD, N S W 2135
T. +612 8065 1544 | E . office@ ghazia.c o mA C N : 67167131848
13.40 m2
11.00 m2
10.40 m2
13.80 m2
920
720
820
720
820
920
820
820 820
820
920
820
920
820
920 92
0
720
820
820
720
1550
1550
1550
1550
1000
34,2
90
50,292
19,292 2,600 9,400 3,000 9,400 2,600 4,000
50,292
21,892 9,900 3,000 8,900 2,600 4,000
34,2
90
6,59
92,
400
6,90
02,
400
15,9
90
6,60
12,
400
6,90
02,
400
3,60
03,
890
1,81
06,
690
30.881.6 SILL HEIGHT
KITCHEN COMPLIES WITHAS4299 'ADAPTABLE HOUSING'
1.6 SILL HEIGHT1.6 SILL HEIGHT1.6 SILL HEIGHT1.6 SILL HEIGHT
1.6 SILL HEIGHT1.6 SILL HEIGHT1.6 SILL HEIGHT1.6 SILL HEIGHT
ADAPTABLE
2 BED601
A: 70.68 m2
2 BED602
A: 80.24 m2
2 BED604
A: 80.24 m2
2 BED603
A: 75.09 m2
600 600 920
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 150 1 2 5 10M
LEVEL 06 PLAN 1:200SCALE 1:200
GSPublisherVersion 24.0.79.71
ARCHITECT:PROJECT:
31-35 SMALLWOOD AVE, HOMEBUSHCLIENT:
MR CHARLIE AYOUBSCALE: DATE: CAD FILE NUMBER:
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
1:200
DRAWING NAME
ROOF PLAN
PRO
JECT
NU
MBE
R
ISSUE
AA1207
DRAWING NUMBER
DATZ TZ
15/01/2016
23.1
4
ACCESS: ACOUSTIC: HYDRAULIC: BCA: PLANNING:TRAFFIC:
GEOTECHNICAL:QUANTITY SURVEY: BASIX:
WILLANA & ASSOCIATESa: PO BOX 170, Randwick NSW 2031e: [email protected]: 9399 6500w: www.willana.com.au
WASTE MANAGEMENT:LANDSCAPING:
ML TRAFFICa: Suite 5.04 Level 5, 365 Little CollinsStreet, Melbourne Vic 3000p: 03 9016 9865
Ghazi Al Ali Architect9-13 Redmyre Rd, Strathfield, NSW 2135t: 02 8065 1544e: [email protected]
CONZEPTa: Suit 101, 506 Miller St, Cammeray NSW2062t: +61 2 9922 5312
ACCESS SOLUTIONSa: PO Box 282, Hamilton NSW 2303m: 0411 824 183
GA
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A3 © COPYRIGHTFOR DA
PURPOSES ONLYNOT FOR
CONSTRUCTION
F O R D A
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
15/0
1/20
16A
UNIT 2H ,9-13 R E D M Y R E R D , STRATHFIELD, N S W 2135
T. +612 8065 1544 | E . office@ ghazia.c o mA C N : 67167131848
33.88
34.68
0 1 2 5 10M
ROOF PLAN 1:200SCALE 1:200
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
APPENDIX B
Sydney Water Sewer plan (1 Sheets)
AVE
AV
E
ST
HU
DS
ON
SM
ALL
WO
OD
VSE
16
B
15
14
A
B
C
12
13
11
10
9
1
A
B
3
2
8
7
6
C
C
D
5
B
A
4
3
2
1
34 33 32
27
28
29
31 30
212
2
4
6
11
13
8
10
12
14
16
18
15
17
19
21
23
25
27
22
20
24
29
31
33
35
515253
26
28
30
32
13
15
17
1950
18.5
61.8
50.948
.4
21.3
24.0
33.8
37.4
17.3
3.6 5.4
15.2
8.5
25.9
8.810.6
21.3
35.0
1.22.4
38.1
44.1
52.4
21.324.6
21.9
26.2
10.6
23.424.6
30.6
39.041.4
54.556.9
69.42.4
11.213.7
26.2
38.1
49.3
62.463.7
75.2
12.8
22.524.9
34.436.2
14.6
57.654.8
23.425.2
35.337.7 2.1
11.8
13.7
36.2
45.7
1.722
1.921.7
2.58
1
1.89
2.32
1.61
1.89
1.511
1.18
8
17.0
1.307
1.4470.
9
1.432
0.981
1.313
1.21
2.2
1.8
Conc
Enc
ased
150 VC
150 VC
225 VC
150 V
C
150
VC
150 V
C
150 PVC
150
PVC
150 PVC
150
SGW
150
VC
150 V
C
150
VC
150
VC
150 VC
150 VC15
0 VC
150
SGW
150
SGW
150 VC
6.2
5.9
5.9
2.4
100 C
ICL
375
CICL
N0m 5m 10m 15m 20m
Plan 1 of 1Copyright Reserved Sydney Water 2015
Date of Production: 21/01/2015
A4
SYDNEY WATER CORPORATION
DBYD Address: 31 SmallwoodAvenueHomebush NSW2140
DBYD Job No: 8742963
DBYD Sequence No: 43486825No warranty is given that the information shown is complete or accurate.
Scale: 1:1000
Geotechnical Investigation Report
31-35 Smallwood Avenue, Homebush NSW
APPENDIX C
Borehole Logs (4 Sheets)
water seepage occurring below 1.1m
DCP Practical Refusal at 2.2m, bouncinginferred completely weathered shale bedrock
Han
d A
uger
ML
CH
CH
TOPSOIL/FILL - Clayey Silt, dark brown, soft to firm, low plasticity, with fine tomedium grained sand.
Silty CLAY - orange-brown, firm, medium to high plasticty, with fine to mediumironstone gravel.
stiff.
Silty CLAY - pale grey / orange-brown, very stiff to hard, medium to highplasticty, (completely weathered shale retrieved as silty clay and fragments ofshale).
Practical Hand Auger Refusal at 2.20 mCaused by completely weathered shale bedrock
Moist
Moist
VeryMoist
SlightlyMoist
Wat
er L
evel
draw
n by
: lau
rie.w
hite
@re
umad
.com
.au
Surface: grass
Samples/ Tests
Dep
th (
m)
1
2
3
4
5
6
7
8
RL
(m)
Gra
phic
Log
GE
E B
H L
OG
G15
005
HO
M.G
PJ
GE
E.G
DT
3/1
2/1
5 3
:31:
54 P
M
Observations / Comments
Date Completed:Hand Auger
Borehole Log Report
Ground Level:
Joshua LongLogged By:
Wet
----------
28/01/2015
28/01/2015
Hole Depth:
Dp
Very Moist
Geo Environmental Engineering Date Started:
Dry
Project Name:
31-35 Smallwood Avenue, Homebush NSW
----------
SM
Date:
D
2.20 m
Drill Method:
Drilling Company:
Mr Charlie Ayoub
Geotechnical Investigation
Equipment:
Client:
Easting:
Northing:
Sheet:
28/01/2015
BH1
G15005HOM
Manual
Hole ID.
Saturated
Project Number:
MoistVMWSd
Moisture Additional Comments
M
Location / Site:
5/02/2015Date:Stephen McCormackChecked By:
DampSlightly Moist
---------- (approx)
1 of 1
Geo Environmental Engineering
82 Bridge Street
Lane Cove NSW 2066
T 02 9420 3361
Met
hod
US
CS
Sym
bol
Material Description
Moi
stur
e
blows/100mm
DCP
5 10 15 20
Fill
Nat
ural
Mat
eria
l Typ
e
DCP Practical Refusal at 2.1m, bouncinginferred completely weathered shale bedrock
bore dry upon completion of drilling
Sol
id F
light
Aug
er -
TC
Bit
ML
GM
CH
CH
TOPSOIL/FILL - Clayey Silt, dark brown, soft, low plasticity, with fine to mediumgrained sand.
FILL - Gravelly Silt, pale brown, soft, low plasticity, with fine to medium gravel.
Silty CLAY - orange-brown, firm to stiff, medium to high plasticty, with fine tomedium ironstone gravel.
Silty CLAY - pale grey / orange-brown, very stiff to hard, medium to highplasticty, (completely weathered shale retrieved as silty clay and fragments ofshale).
SHALE - pale grey, (extremely weathered shale with estimated low strength).
becoming dark grey, extremely to moderately weathered shale, with estimated lowto medium strength.
Hole Terminated at 7.50 mTarget Depth Reached
Moist
Moist
Moist
SlightlyMoist
Wat
er L
evel
draw
n by
: lau
rie.w
hite
@re
umad
.com
.au
Surface: grass
Samples/ Tests
Dep
th (
m)
1
2
3
4
5
6
7
8
RL
(m)
Gra
phic
Log
GE
E B
H L
OG
G15
005
HO
M.G
PJ
GE
E.G
DT
3/1
2/1
5 3
:31:
54 P
M
Observations / Comments
Date Completed:Solid Flight Auger - TC Bit
Borehole Log Report
Ground Level:
Joshua LongLogged By:
Wet
----------
28/01/2015
28/01/2015
Hole Depth:
Dp
Very Moist
Ground Technologies Date Started:
Dry
Project Name:
31-35 Smallwood Avenue, Homebush NSW
----------
SM
Date:
D
7.50 m
Drill Method:
Drilling Company:
Mr Charlie Ayoub
Geotechnical Investigation
Equipment:
Client:
Easting:
Northing:
Sheet:
28/01/2015
BH2
G15005HOM
4WD Utility Rig
Hole ID.
Saturated
Project Number:
MoistVMWSd
Moisture Additional Comments
M
Location / Site:
5/02/2015Date:Stephen McCormackChecked By:
DampSlightly Moist
---------- (approx)
1 of 1
Geo Environmental Engineering
82 Bridge Street
Lane Cove NSW 2066
T 02 9420 3361
Met
hod
US
CS
Sym
bol
Material Description
Moi
stur
e
blows/100mm
DCP
5 10 15 20
Fill
Nat
ural
Bed
rock
Mat
eria
l Typ
e
DCP Practical Refusal at 2.2m, bouncinginferred completely weathered shale bedrock
bore dry upon completion of drilling
Sol
id F
light
Aug
er -
TC
Bit
SP
GM
CH
CH
FILL - Brick Pavement, 40mm.
FILL - Sand, grey-brown, loose, medium grained.
FILL - Gravelly Silt, brown, firm, low plasticity, with fine to medium gravel.
Silty CLAY - orange-brown, stiff, medium to high plasticty, with fine to mediumironstone gravel.
Silty CLAY - pale grey / orange-brown, very stiff to hard, medium to highplasticty, (completely weathered shale retrieved as silty clay and fragments ofshale).
SHALE - pale grey, (extremely weathered shale with estimated low strength).
becoming dark grey, extremely to moderately weathered shale, with estimated lowto medium strength.
Hole Terminated at 7.00 mTarget Depth Reached
Moist
Moist
Moist
SlightlyMoist
Wat
er L
evel
draw
n by
: lau
rie.w
hite
@re
umad
.com
.au
Surface: brick pavement
Samples/ Tests
Dep
th (
m)
1
2
3
4
5
6
7
8
RL
(m)
Gra
phic
Log
GE
E B
H L
OG
G15
005
HO
M.G
PJ
GE
E.G
DT
3/1
2/1
5 3
:31:
55 P
M
Observations / Comments
Date Completed:Solid Flight Auger - TC Bit
Borehole Log Report
Ground Level:
Joshua LongLogged By:
Wet
----------
28/01/2015
28/01/2015
Hole Depth:
Dp
Very Moist
Ground Technologies Date Started:
Dry
Project Name:
31-35 Smallwood Avenue, Homebush NSW
----------
SM
Date:
D
7.00 m
Drill Method:
Drilling Company:
Mr Charlie Ayoub
Geotechnical Investigation
Equipment:
Client:
Easting:
Northing:
Sheet:
28/01/2015
BH3
G15005HOM
4WD Utility Rig
Hole ID.
Saturated
Project Number:
MoistVMWSd
Moisture Additional Comments
M
Location / Site:
5/02/2015Date:Stephen McCormackChecked By:
DampSlightly Moist
---------- (approx)
1 of 1
Geo Environmental Engineering
82 Bridge Street
Lane Cove NSW 2066
T 02 9420 3361
Met
hod
US
CS
Sym
bol
Material Description
Moi
stur
e
blows/100mm
DCP
5 10 15 20
Fill
Nat
ural
Bed
rock
Mat
eria
l Typ
e
2.8m
6/02
/201
5
bore dry upon completion ofdrilling
Sol
id F
light
Aug
er -
TC
Bit
ML
CH
TOPSOIL/FILL - Clayey Silt, dark brown, soft, low plasticity, with fine to medium grainedsand.
Silty CLAY - orange-brown, firm to stiff, medium to high plasticty, with fine to mediumironstone gravel.
SHALE - pale grey / orange-brown, (extremely weathered shale with estimated very lowstrength).
becoming mid grey, extremely weathered shale with estimated low strength).
becoming dark grey, extremely to moderately weathered shale, with estimated low to mediumstrength.
Hole Terminated at 7.50 mTarget Depth Reached
Moist
Moist
4.30
1.00
2.00
7.30
7.50
Bac
kfill
Ben
toni
teC
oars
e S
and
50m
m Ø
Scr
een
Cav
e-in
Wat
er L
evel
draw
n by
: lau
rie.w
hite
@re
umad
.com
.au
Surface: grass
Dep
th (
m)
1
2
3
4
5
6
7
8
RL
(m)
Gra
phic
Log
GE
E B
H L
OG
G15
005
HO
M.G
PJ
GE
E.G
DT
3/1
2/1
5 3
:31:
56 P
M
Observations / Comments
Date Completed:Solid Flight Auger - TC Bit
Borehole Log Report
Ground Level:
Joshua LongLogged By:
Wet
----------
4/02/2015
4/02/2015
Hole Depth:
Dp
Very Moist
Ground Technologies Date Started:
Dry
Project Name:
31-35 Smallwood Avenue, Homebush NSW
----------
SM
Date:
D
7.50 m
Drill Method:
Drilling Company:
Mr Charlie Ayoub
Geotechnical Investigation
Equipment:
Client:
Easting:
Northing:
Sheet:
4/02/2015
BH4
G15005HOM
4WD Utility Rig
Hole ID.
Saturated
Project Number:
MoistVMWSd
Moisture Additional Comments
M
Location / Site:
5/02/2015Date:Stephen McCormackChecked By:
DampSlightly Moist
---------- (approx)
1 of 1
Geo Environmental Engineering
82 Bridge Street
Lane Cove NSW 2066
T 02 9420 3361
Met
hod
US
CS
Sym
bol
Material Description
Moi
stur
e
Wel
l Det
ails
Wel
l Con
stru
ctio
n
Fill
Nat
ural
Bed
rock
Mat
eria
l Typ
e
ORGANICS
PushtubeSolid Flight Auger
PWSSFA
Hand AugerHA
WELL GRAPHICS
TOPSOILASPHALT
GE
E L
EG
EN
D *
* 2
9/10
/09
5:0
4:07
PM
ABBREVIATIONSPT
Standing Water
Encountered Water
Hollow Flight Auger
Percussion Window Sampler
WATER LEVELS
FILL
HFA
Gravel Pack
Cuttings
Grout
Screen
Cave-in
Bentonite
CONCRETE
ESTUARINE MUD
Sandy Silty CLAY
Silty Sandy CLAY
Silty Gravelly CLAY
Gravelly Silty CLAY
Sandy Gravelly CLAY
Gravelly Sandy CLAY
Sandy Clayey GRAVEL
Clayey Sandy GRAVEL
Clayey Silty GRAVEL
Sandy Silty GRAVEL
Silty Clayey GRAVEL
Silty Sandy GRAVEL
Sandy Clayey SILT
Clayey Sandy SILT
Sandy Gravelly SILT
Clayey Gravelly SILT
Gravelly Sandy SILT
Gravelly Clayey SILT
Silty Clayey SAND
Clayey Silty SAND
Gravelly Silty SAND
Clayey Gravelly SAND
Silty Gravelly SAND
Gravelly Clayey SAND
CLAY & SAND
CLAY & SILT
CLAY & GRAVEL
SAND & CLAY
SAND & SILT
SAND & GRAVEL
SILT & CLAY
SILT & SAND
SILT & GRAVEL
GRAVEL & SAND
GRAVEL & CLAY
GRAVEL & SILT
Gravelly CLAY
Silty CLAY
Sandy CLAY
CLAY GRAVEL
Clayey GRAVEL
Sandy GRAVEL
Silty GRAVELGravelly SILT
SILT
Clayey SILT
Sandy SILT
Gravelly SAND
Clayey SAND
SAND
Silty SAND
Log Report Legend
MUDSTONE /CLAYSTONE
SHALE /CLAYSTONE
SHALE /SILTSTONE
SHALE /SANDSTONE
CLAYSTONE
PORCELLANITE
SANDSTONE SHALE
GNEISS
GRANITE
MUDSTONE
BASALT
IRONSTONE
Geo Environmental Engineering82 Bridge Street Lane Cove NSW 2066E [email protected]
MATERIAL SYMBOL