Upload
truongtu
View
217
Download
0
Embed Size (px)
Citation preview
Paramount Property Group
C/- Ghazi Al Ali Architect
Unit 2, Level 2
14 Railway Parade
Burwood NSW 2134
29 July 2016
RE: GEOTECHNICAL INVESTIGATION REPORT
401-405 LIVERPOOL ROAD, STRATHFIELD NSW
Report ID: G16089STR-R01F
Dear Darren,
Please find below a report on the geotechnical investigation carried out at 401-405 Liverpool
Road, Strathfield, 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 Paramount Property Group, to complete a geotechnical
investigation at the site which relates to the proposed construction of a new multi-
storey residential development.
GEE understands that the investigation was required to support a Development
Application with Council and to assist with the preliminary design and construction of
the development, which comprises two detached, multi-storey residential
developments, constructed over a single level basement. Currently, the site is occupied
by a medium density development, operating as a motel.
The report presents the factual results of the field investigations and provides
interpretation and recommendations regarding the ground conditions at the site in
accordance with client requirements and the agreed scope of work.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 2 of 18
1.2 PROPOSED DEVELOPMENT
As previously mentioned, the proposed development will comprise the construction of
two detached, three storey developments over a lower ground floor level and a single
level basement. The finished floor level of the basement level is expected to be 33.10
above Australian Height Datum (AHD) at the eastern portion and 33.75m at the
western portion of the site. Taking into account the existing surface level across the
site and the necessary over excavation to accommodate the basement floor slab, a
maximum depth of excavation of between approximately 2.0m to 5.0m below ground
surface (bgs) is anticipated for the western portion of the basement while an
excavation depth of between 4.7m and 7.3m bgs is expected for the eastern portion.
The excavation for the basement is also expected to extend to the northern site
boundary and approximately 5.0m, 6.0m and 8.5m from the eastern, southern and
western site boundaries, respectively.
A copy of the architectural plans is provided for reference in Appendix A.
1.3 SCOPE OF WORK
The scope of work undertaken by GEE, to satisfy the above objectives, was as follows:
Dial Before You Dig (DBYD) desktop search for underground services,
Visual appraisal of the site conditions and locality,
Review of published geological and acid sulphate maps for the area,
The drilling of boreholes and the performance Standard Penetrometer Tests
(SPTs) to assess the subsurface conditions,
The installation of a monitoring well to assess presence and depth of stabilised
groundwater within the site, and
Engineering assessment and reporting.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 3 of 18
2 SITE INFORMATION
2.1 SITE DESCRIPTION
The site is bounded by Liverpool Road to the east, and by low to medium residential
dwellings elsewhere. Further to the south lies the Australian International Academy.
The site covers an area of approximately 4,350m2 and comprises three allotments
which are legally referred to as:
Lot 1 in Deposited Plan 784561
Lot 2 in Deposited Plan 784561
Lot 3 in Deposited Plan 659289
At the time of the investigation, the site operated as a motel, with rooms running along
the northern and southern site boundaries. A structure operating as a reception was
located along the eastern boundary whilst an in-ground swimming pool occupied the
centre portion of the site. The remaining site surface was predominantly concrete, with
the exception of some garden beds and large trees.
Of particular significance to the proposed development is the presence of a Sydney
Water Sewer Line which crosses the north-western portion of the site (Appendix B).
Based on information from Sydney Water, the sewer comprises a 225mm vitrified clay
pipe with an invert depth of between approximately 1.2m and 1.3m. Considering the
extent and depth of the proposed basement, this section of sewer will require re-
alignment and discussions with Sydney Water are recommended.
2.2 TOPOGRAPHY
During the field investigation, it was noted that the site surface was highest in elevation
at the eastern site boundary, dipping down towards the west at approximately 10% in
gradient. A review of the regional topographical maps, available on the NSW Land and
Property Information’s SIXmaps (https://maps.six.nsw.gov.au), indicates that the
surface elevation is between 30m and 40m AHD.
2.3 REGIONAL GEOLOGY AND SOILS
A review of the regional geological map (reference 1) indicates that the site underlain
by the Triassic aged Bringelly Shale formation of the Wianamatta Group which typically
consists of “…shale, carbonaceous claystone, lamininte, fine to medium-grained lithic
sandstone, rare coal”.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 4 of 18
A review of the regional soils map indicates that the site is located within the Blacktown
Soil Landscape Group (reference 2), recognised by gently undulating rises on the
underlying shale formation. Local reliefs are up to 30m and slopes are usually less than
5% in gradient. Soils of the Blacktown Group typically comprise heavy clays that have
been derived from the weathering process of shale bedrock, have low fertility and are
often strongly acidic.
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 2 and 4) and high ammonia concentrations
(>10 mg/L, reference 5). In this regard, groundwater within the shale formation is not
extracted for potable use and rarely extracted for any commercial / industrial purposes.
The rate of groundwater movement is likely to be low as a result of low relief, low
altitude (approximately 35m AHD) and the low permeability of the Bringelly 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 the 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 ‘Botany Bay’ Acid Sulfate Soil Risk Map (reference 7), 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
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 5 of 18
The Acid Sulfate Soils Map produced by the NSW Department of Planning and
Environment, via interactive online mapping, indicates that the site lies within an area
defined as “Class 5”. In accordance with Clause 6.1 of Strathfield City Council’s LEP
(reference 8), a preliminary assessment of acid sulphate soil and potentially a
management plan, is required for “…works within 500m of adjacent Class 1, 2, 3 or 4
land that is below 5 metres Australian Height Datum and by which the watertable is
likely to be lowered below 1 metre Australian Height Datum on adjacent Class 1, 2, 3 or
4 land”.
Firstly, the surface elevation is greater than 5m AHD (at approximately 35-40m AHD).
Secondly, the maximum depth of proposed excavation is expected to be 7.3m below
the ground surface (bgs) which equates to a bulk excavation level which is significantly
greater than 1m AHD. 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 Sydney exists
within the discrete natural fractures and defects of the bedrock formation 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 below 1m AHD, which according to the
online interactive maps produced by the NSW Department of Planning and
Environment, is over 500m south of the site.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 6 of 18
3 METHOD OF INVESTIGATION AND RESULTS
3.1 FIELDWORK METHODOLOGY
Fieldwork was undertaken on the 7th of July 2016 by Andy Chiem, a geotechnical
engineer, and comprised:
The drilling and logging of three boreholes (BH1 to BH3) in accessible areas of
the site to assess the soil conditions and depth to bedrock,
The performance of SPTs within each borehole to assess the consistency and/or
relative density of the soil profile and to assist with determining the depth to
bedrock, and
The installation of a groundwater monitoring well within a borehole to assess the
presence and depth of stabilised groundwater at the site, and to monitor the rate
of groundwater inflow.
The boreholes were drilled using a Nissan ute-mounted drill rig, owned and operated
by FICO Group, using solid flight augers (SFA) and equipped with a tungsten-carbide
drill bit (TC-bit). Boreholes BH1, BH2 and BH3 were advanced through any surface
filling and the natural (i.e. undisturbed) soil profile before terminating within the
underlying shale bedrock formation at depths of 2.60m, 0.85m and 1.15m bgs
respectively. Termination of each borehole was caused by practical TC-bit refusal.
The SPT tests were performed within the boreholes throughout the soil profile and in
accordance with Australian Standard 1289.6.3.1 (reference 9).
The monitoring well was installed within BH1, where the site elevation appeared to be
lower. The well was installed using a 50mm diameter uPVC pipe with a machine slotted
screen section, 2mm sand filter pack and a bentonite seal. Construction details of the
well are provided in the borehole logs (Appendix B).
The location of the boreholes was estimated using measurements from existing
features and is shown on Figure 1. A copy of the borehole is provided in Appendix
B.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 7 of 18
3.2 SUBSURFACE CONDITIONS
The site stratigraphy, as observed in the boreholes, typically comprised fill material,
underlain by natural silty clay soil which graded into weathered siltstone bedrock.
Detailed descriptions of the subsurface conditions on site are provided in the borehole
logs provided in Appendix B, while the soil profile is also summarised in Table 1.
Table 1: Summary of Subsurface Conditions
Layer /
Unit Description
Depth to Base of Layer
(m)1 Consistency /
Relative
Density1
BH1 BH2 BH3
FILL /
TOPSOIL
Gravelly SAND / Clayey GRAVEL: brown /
orange / grey, fine to coarse sand, fine to
coarse gravel, brick, cobble
1.1 0.2 0.2 Loose
Silty CLAY: grey / brown, low to medium
plasticity, some fine to coarse gravel -- 0.6 0.4 Firm
NATURAL
SOIL
SILT: grey-brown 1.3 -- -- Soft
Silty CLAY: light grey mottled orange,
medium to high plasticity 2.4 0.75 1.0 Stiff
BEDROCK SILTSTONE: weathered >2.6 >0.85 >1.15 --
Note 1: Determined from the borehole and SPT observations
3.2.1 GROUNDWATER
Groundwater was not encountered during the drilling of the boreholes and the short
time in which they remained open (<10mins). However, water did eventually seep
into the monitoring well installed within borehole BH1 and a stabilised groundwater
level of 1.04m bgs was observed on the 15th of July, which was 8 days after installing
the well. The water in the well is considered to be perched water flowing along the
soil/bedrock interface which is recharged by rainfall and therefore its presence is
intermittent.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 8 of 18
4 DISCUSSION
4.1 SITE PREPARATION
Following demolition of the existing structures and prior to bulk excavation works, all
topsoil with organic matter and any pavement materials, should be removed from the
proposed building and pavement areas. Stripped topsoil should be stockpiled for re-
use as landscape material, or disposed off-site.
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 NSW EPA (2014) Waste Classification Guidelines (reference 10) and
disposal at facilities appropriately licensed to receive the particular materials. GEE notes
that the natural soil and 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 silty 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 2.0m to 5.0m for the western portion of the and
between 4.7m and 7.3m bgs for the eastern portion. The excavation for the basement
is also expected to extend to the northern site boundary and approximately 5.0m, 6.0m
and 8.5m from the eastern, southern and western site boundaries, respectively.
4.2.1 EXCAVATION
Based on the fieldwork undertaken as part of this investigation, the excavation will
encounter fill material, underlain by natural silty clay soil before grading into weathered
siltstone bedrock at depths between 0.75m and 2.4m bgs. GEE notes that the strength
of the bedrock has not been assessed as part of this geotechnical investigation,
however, based on local knowledge, it is likely to be to low strength, becoming medium
to high strength within the depth of the proposed basement excavation. 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
dwellings) and would need to include the coring and strength testing of the bedrock
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 9 of 18
formation. Considering that the site is adjacent to a major road transport infrastructure
(Liverpool Road), coring and strength testing will likely be required by the Road and
Maritime Services (RMS) to satisfy their geotechnical technical direction (GTD
2012/001) entitled Excavation adjacent to RMS Infrastructure.
The excavation of the soil profile, and any extremely low to very low strength siltstone
is expected to be readily excavated using standard equipment such as excavators.
However, the use of an impact hammer is expected to be required upon encountering
low to medium strength (or better) bedrock, 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 4.2.3.
4.2.2 GROUNDWATER INFLOW
Permanent groundwater was not encountered during the drilling of the boreholes,
though a stabilised groundwater level of 1.04m bgs was observed within the monitoring
well on the 15th of July. Such water is considered to be perched groundwater,
recharged by rainfall events and therefore its presence is often intermittent. The
seepage is expected to be sufficiently managed during the earthworks phase by
pumping from a sump at the base of the excavation. Additionally, conventional
techniques such as strip drains behind basement walls and ag-lines will need to be
incorporated into the design of the basement, along with a sump and pump system
linked to the regional stormwater system.
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. Where possible, 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 structures on the adjacent properties (and nearby services) 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 and adjoining development, 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
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 10 of 18
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
11).
Australian Standard AS2670.2-1990 Evaluation of human exposure to whole-body
vibration - Part 2: Continuous and shock-induced vibration in buildings (1 to 80
Hz) (reference 12).
DIN 4150 – Part 3 – 1999. Effects if Vibration on Structures (reference 13).
Department of Environment and Conservation NSW, 2006. Assessing Vibration: a
technical guideline (reference 14).
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 15).
British Standard BS 7385-2:1993. Evaluation and measurement for vibration in
buildings. Guide to damage levels from groundborne vibration (reference 16).
The most appropriate guidelines 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,
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 2.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 11 of 18
Table 2: 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 14). Specifically
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,
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 12 of 18
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 for the lower
ground floor is expected to extend to the northern site boundary, while excavation for
the basement level will encroach on the zone of influence of a major transport
infrastructure. Therefore, either temporary shoring or the early construction of
permanent walls designed to shore up these boundaries, will be required. For
consistency, and taking into account the existing terrain, GEE recommends that the
southern and western excavation faces also be supported by either temporary shoring
or permanent walls.
At this preliminary stage, options for shoring include the use of evenly spaced mass
concrete piles (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 17) 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.
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. This may also include the lengths of wall immediately adjacent to
adjoining structures that bound the site. 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
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 13 of 18
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 3 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 provide more information on the various
strength characteristics of the bedrock formation.
Table 3: 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) Short-
Term
Long-
Term
Soil Profile and EL
strength SILTSTONE 0.0 18 0.35 0.4 0.50 --
SILSTONE: VL to L
strength (or better) 0.75 – 2.4 22 0.20 0.25 0.40 4.0
4.2.5 DILAPIDATION REPORT
GEE suggests that a dilapidation report be carried out on neighboring buildings prior to
commencing excavation. The purpose of a dilapidation report is to confirm that
construction works, in particular excavation works, are not causing damage and
therefore may prevent future claims of damage arising from the works. Preferably
these surveys should be agreed to, and the report signed, by the owners of the
adjacent building prior to work commencing.
4.2.6 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
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 14 of 18
temporary ground anchors in very low to low strength sandstone or 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 method.
4.3 FOUNDATIONS
Following excavation of the basement, the bulk excavation level will predominately
comprise siltstone/shale bedrock, although silty clay soil is also expected at the western
end of the proposed excavation. For consistency, and to minimise the potential for
differential settlement, GEE recommends that all footings be founded on the underlying
siltstone bedrock, which at this preliminary stage is assessed as being capable of
providing an allowable bearing capacity of 700kPa (Pells et al - reference 18). Should
higher bearing capacity be required, further geotechnical investigation will be required
to assess the strength and quality of the bedrock formation. This could be done at
Construction Certificate stage and be combined with any additional work required to
satisfy RMS technical direction GTD 2012/001.
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.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 15 of 18
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. 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 the adjoining properties. However, further
investigation (preferably post demolition) is recommended to more accurately define
the strength of the bedrock which will minimise the uncertainty for earthworks
contractors and structural design engineers when planning and designing the proposed
excavation and foundations. This is also likely to be required by RMS because of the
proximity of the development to a road of state significance.
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.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 16 of 18
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
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 17 of 18
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. Soil Conservation Service of NSW, 1989: Sydney 1:100,000 Soil Landscape Series Sheet
9130.
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: Botany Bay
Acid Sulfate Soil Risk Map – Edition Two.
8. Strathfield City Council, 2012. Strathfield Local Environmental Plan 2012
9. Australian Standards, 2004. AS1289.6.3.1 Methods of testing soils for engineering
purposes - Soil strength and consolidation tests – Determination of the penetration
resistance of a soil – Standard Penetration Test (SPT)
10. New South Wales Environment Protection authority (NSW EPA), 2014: Waste
classification guidelines – Part 1 classifying waste. November 2014.
11. Australian Standard AS2187.2-2006 Explosives - Storage and use - Use of explosives -
Appendix J: Ground Vibrations and Airblast Overpressure.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
G16089STR-R01F Page 18 of 18
12. Australian Standard AS2670.2-1990: Evaluation of human exposure to whole-body
vibration - Part 2: Continuous and shock-induced vibration in buildings (1 to 80 Hz).
13. DIN 4150 – Part 3 – 1999. Effects if Vibration on Structures.
14. Department of Environment and Conservation NSW, 2006. Assessing Vibration: a
technical guideline.
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.
16. British Standard BS 7385-2:1993. Evaluation and measurement for vibration in
buildings. Guide to damage levels from groundborne vibration.
17. Australian Standard AS4678-2002: Australian Standard, 2002: Earth Retaining
Structures.
18. Pells et al, 1998: Foundations on Sandstone and Shale in the Sydney Region, Australian
Geomechanics Society, 1998.
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
FIGURE 1
SITE PLAN
SITE PLAN401 - 405 Liverpool Road, Strathfield NSW
Aerial Image Source: provided by Nearmap Ltd (www.nearmap.com) - image dated 05/05/2016
A
182 BRIDGE STREETLANE COVE NSW 2066P - 61 (2) 9420 3361E - [email protected]
DRAWN:
DATE:SCALE:
JOB No.: REVISION:
N.T.S
A. Chiem
TITLE: FIGURE No.:29 Jul 2016
G16089STR
North
Approximate Site Boundary
Approximate Extent of Proposed Basement
BH1
BH2
Approximate Location of Sydney Water Sewer Line
BH3
Approximate Extent of Proposed Lower Ground Parking
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
APPENDIX A
Survey and Architectural Plans (6 Sheets)
GSPublisherVersion 38.31.48.77
ARCHITECTPROJECT
401-405 LIVERPOOL RD, STRATHFIELDCLIENT
PARAMOUNT PROPERTY GROUPSCALE DATE
DRAWN PROJECT ARCHITECT PROJECT DIRECTOR
1:200
DRAWING NAME
BASEMENT 01 PLAN
PRO
JEC
T N
UM
BER
ISSUE
AA 1201
DRAWING NUMBER
DALL JU
26.1
5
GA
ACCESS & BCA TRAFFIC ACOUSTIC HYDRAULIC PLANNING
LANDSCAPINGGEOTECHNICALQUANTITY SURVEY WASTE MANAGEMENTBASIX
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A2 © COPYRIGHTFOR DAPURPOSES ONLY
NOT FORCONSTRUCTION
DA
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
18/0
7/20
16A
LEVEL 2 UNIT 2 14 RAILWAY PARADEBURWOOD NSW 2134
T. +612 9744 7035 | E. [email protected]: 67167131848
SCALE 1:200 @ A2
0 1 5 10M2
NSW reg. no. 7542
NAME: Design Right ConsultantTEL: 0405 295 978E: [email protected]
NAME: MMDCCTEL: 9633 9233E: [email protected]
NAME: TTM TrafficTEL: 9418 3033E: [email protected]
NAME: STS ConsultantTEL: 0420 312 721E: [email protected]
NAME: Acoustic ConsultingEngineersTEL: 8006 5560E: [email protected]
NAME: GeoenvironmentalTEL: 9420 3361E: [email protected]
NAME: SGCETEL: 8883 4239E: [email protected]
NAME: CONZEPTTEL: 9922 5312E: [email protected]
NAME: WILLANATEL: 9399 6500E:[email protected]
NAME: ELEPHANTS FOOTTEL: 9707 2588E: [email protected]
18/07/ 2016
12.50 % 25.00 % 25.00 % 12.50 %
15 x 173 = 2,600
121314
15 x 173 = 2,600
12 13 14
5152
5354
5556
5758
5960
6162
6364
65
6667
6869
12.50 % 25.00 % 25.00 % 12.50 %18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
37
70 71 72
15
x 17
3 =
2,60
0
1234567
8
9 10 11 12 13 14
38 39 40 41 42 43 44 45 46 47 48
15
x 18
3 =
2,75
0 123456789
1011121314
49 50 15
x 17
3 =
2,60
0
1 2 3 4 5 6 7
8
91011121314
73747576777879
8081
33.10
33.75 33.7533.10
BOUNDARY
BOU
ND
ARY
BOUNDARY
BOU
ND
ARY
BASEMENT 01 PARKING
LIFT
LIFT
LIFT
RAMP13M @ 1/20
BULKBIN
AREACLEANERS
ROOM
STVS
VE
AA1 AA1
BASEMENT 01 FLOOR PLAN 1:200 @ A2
GSPublisherVersion 38.31.48.77
ARCHITECTPROJECT
401-405 LIVERPOOL RD, STRATHFIELDCLIENT
PARAMOUNT PROPERTY GROUPSCALE DATE
DRAWN PROJECT ARCHITECT PROJECT DIRECTOR
1:200
DRAWING NAME
LOWER GROUNDFLOOR PLAN
PRO
JEC
T N
UM
BER
ISSUE
AA 1202
DRAWING NUMBER
DALL JU
26.1
5
GA
ACCESS & BCA TRAFFIC ACOUSTIC HYDRAULIC PLANNING
LANDSCAPINGGEOTECHNICALQUANTITY SURVEY WASTE MANAGEMENTBASIX
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A2 © COPYRIGHTFOR DAPURPOSES ONLY
NOT FORCONSTRUCTION
DA
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
18/0
7/20
16A
LEVEL 2 UNIT 2 14 RAILWAY PARADEBURWOOD NSW 2134
T. +612 9744 7035 | E. [email protected]: 67167131848
SCALE 1:200 @ A2
0 1 5 10M2
NSW reg. no. 7542
NAME: Design Right ConsultantTEL: 0405 295 978E: [email protected]
NAME: MMDCCTEL: 9633 9233E: [email protected]
NAME: TTM TrafficTEL: 9418 3033E: [email protected]
NAME: STS ConsultantTEL: 0420 312 721E: [email protected]
NAME: Acoustic ConsultingEngineersTEL: 8006 5560E: [email protected]
NAME: GeoenvironmentalTEL: 9420 3361E: [email protected]
NAME: SGCETEL: 8883 4239E: [email protected]
NAME: CONZEPTTEL: 9922 5312E: [email protected]
NAME: WILLANATEL: 9399 6500E:[email protected]
NAME: ELEPHANTS FOOTTEL: 9707 2588E: [email protected]
18/07/ 2016
17.01 m2
24.16 m2
350 850
350 850
350
850
350 850
12.50 % 25.00 % 25.00 % 12.50 %
15 x 173 = 2,600
12 13 14
15
x 18
3 =
2,75
0 123456789
1011121314
15 x 173 = 2,600
121314
12
34
56
78
910
1112
13
1617
1550
1550
1550
1000
1000
1550
16
x 19
1 =
3,05
01 2 3 4 5 6 7
8
9101112131415
21 x 183 = 3,850
12345678910
4 x 200 = 800
123
1550 4 x 200 = 800
123
1550
16
x 18
8 =
3,00
0
123456789
101112131415
17 x 184 = 3,130
1 2 3 4 5 6 7 8 9 10 11 12
17 x 184 = 3,135
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
1550
1550
1550
14 15
2,00
0
1,800
36.42
36.50
35.70
36.50
36.42
36.50
38.9036.2035.70
36.5035.70
36.00
40.14
39.36
36.42
35.96 36.42
35.96
36.42
39.55
19.83 m2
19.30 m2
22.02 m2
15.00 m2
20.45 m2
17.81 m2
23.49 m2
18.10 m2
800-
1000
mmAD
JUST
ABLE
BEN
CHCO
MPLY
WIT
H AS
4299
LIVE
RPO
OL
RO
AD A
BOVE
SERVICE TRUCK PATH
LIFT
LOADINGAREA
LIFT LIFT
B2 GL
LOADING/WAITING AREA
AIRLOCK
SPRINKLERALARMVALVEPUMP
BULKAREA
RAMP TO GROUND LEVEL14.3M@ 1 / 5
RAMP4M@ 1 / 8
BOUNDARY
BOUNDARY
BOU
ND
ARY
CHAIRLIFT
CLEANERSROOM
VS
VE
STEP
DO
WN
REFER TOGROUND
FLOOR PLAN
LOWER GROUND PARKING
COMMUNALOPENSPACE
TO GROUND LEVEL
1 BED+SLG04
58.37 m21 BEDLG03
60.15 m2
1 BEDLG09
57.33 m2
3 BEDLG10
93.44 m2
1 BEDLG07
52.55 m2
2 BEDLG01
75.00 m2
1 BEDLG05
51.11 m22 BEDLG02
75.00 m2
3 BEDLG06
96.28 m2
3 BEDLG08
94.53 m2
AA1 AA1
9,00
0
26,6571,800
20,583 12,000 10,061 37,335 6,379
2,412
800
RAMP7.7M@ 1 / 14
RAMP6.3M@ 1 / 14
RAMP6.3M@ 1 / 14
1550
12,000
9,000
6,00
0
6,00
0
1,60
0
4,28
312
,811
2,24
79,
000
36.42
36.95
37.59
38.23
38.88
HIGHLIGHT WINDOW
ABOVE GROUNDOSD BASIN
ABOVE GROUNDOSD BACIN
SLOPINGDOWN
STEP
DO
WN
RAMP9M@ 1 / 14
RAMP9M@ 1 / 14
RAMP9M@ 1 / 14
RAMP9M@ 1 / 14
35.25
35.96 36.42
17.81 m2
BOU
ND
ARY
2 BEDLG01
75.00 m2
26,657
RAMP6.3M@ 1 / 14
9,000
2,24
79,
000
ABOVE GROUNDOSD BASIN
LOWER GROUND FLOOR PLAN 1:200 @ A2NORTH WEST CORNER DETAIL
GSPublisherVersion 38.31.48.77
ARCHITECTPROJECT
401-405 LIVERPOOL RD, STRATHFIELDCLIENT
PARAMOUNT PROPERTY GROUPSCALE DATE
DRAWN PROJECT ARCHITECT PROJECT DIRECTOR
1:200
DRAWING NAME
GROUND FLOORPLAN
PRO
JEC
T N
UM
BER
ISSUE
AA 1203
DRAWING NUMBER
DALL JU
26.1
5
GA
ACCESS & BCA TRAFFIC ACOUSTIC HYDRAULIC PLANNING
LANDSCAPINGGEOTECHNICALQUANTITY SURVEY WASTE MANAGEMENTBASIX
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A2 © COPYRIGHTFOR DAPURPOSES ONLY
NOT FORCONSTRUCTION
DA
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
18/0
7/20
16A
LEVEL 2 UNIT 2 14 RAILWAY PARADEBURWOOD NSW 2134
T. +612 9744 7035 | E. [email protected]: 67167131848
SCALE 1:200 @ A2
0 1 5 10M2
NSW reg. no. 7542
NAME: Design Right ConsultantTEL: 0405 295 978E: [email protected]
NAME: MMDCCTEL: 9633 9233E: [email protected]
NAME: TTM TrafficTEL: 9418 3033E: [email protected]
NAME: STS ConsultantTEL: 0420 312 721E: [email protected]
NAME: Acoustic ConsultingEngineersTEL: 8006 5560E: [email protected]
NAME: GeoenvironmentalTEL: 9420 3361E: [email protected]
NAME: SGCETEL: 8883 4239E: [email protected]
NAME: CONZEPTTEL: 9922 5312E: [email protected]
NAME: WILLANATEL: 9399 6500E:[email protected]
NAME: ELEPHANTS FOOTTEL: 9707 2588E: [email protected]
18/07/ 2016
14.58 m2
356.23 m2
350
85035
085
0
350
850
350
850
27.73 m2
36.99 m2
16 x 191 = 3,050
12131415
16
x 18
8 =
3,00
0
101112131415
17 x 184 = 3,130
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
17 x 184 = 3,135
6 7 8 9 10 11 12 13 14 15 16 17
1550
1550
1550
1000
1000
1550
1550
16
x 19
1 =
3,05
0
1 2 3
4
56789101112131415 16
x 19
1 =
3,05
0
123
4
5 6 7 8 9 10 11 12 13 14 15
1550
1550
1550
1550
16 x 191 = 3,050
1234567
8
9101112131415
11,487 15,1701,800
20,583 12,000 17,629 12,000 17,866 6,281
2,12
713
,706
2,00
011
,166
5,50
0
9,00
0
9,000
6,00
0
2,412
3,95
81,
150
11,9
872,
247
9,00
0
800
6,00
0
800
2,00
0
1,800
6,032
8002,000
800
2,00
0
2,00
0
39.55
39.47
39.4539.1538.90
40.14
40.15
39.55 39.55
39.55
36.41
36.2035.70
39.55
AA1 AA110.11 m2
15.86 m2
13.04 m2
10.85 m210.70 m2
8.00 m2
8.50 m2
19.79 m2 27.60 m2
24.88 m2
8.74 m2 24.59 m2
13.55 m2
13.41 m2
20.05 m218.72 m2
27.84 m2
800-
1000
mmAD
JUST
ABLE
BEN
CHCO
MPLY
WIT
H AS
4299
800-1000mmADJUSTABLE BENCH
COMPLY WITH AS4299
ANG
LED LO
UVR
E
H/S
BO
OST
ER
LETTER BOX MAIN ENTRY
LIVE
RPO
OL
RO
AD
NO. 407-4132-STOREYBLOCK OFBRICK UNITS
NO. 61/2-STOREY
BRICK HOUSE
NO. 5
1-STOREY
BRICK HOUSE
NO. 7 GEES AVEBACKYARD
BRICK GARAGE
LIFT
LIFTLIFT
B1
L1
EGRESS
B1
L1
EGRESS
RAMP2M@ 1 / 8
RAMP6M@ 1 / 20
RAMP13.5M@ 1 / 5
RAMP4M@ 1 / 8
BOUNDARY
BOU
ND
ARY
BOUNDARY
BOU
ND
ARY
COMMUNALOPENSPACE
REFER TO LG PLAN
VS
VE
REFER TO LOWER GROUND PLAN
REFER TO LOWER GROUND PLAN
BACKYARDOF NO. 16
NO. 5 GEES AVEBACKYARD
NO. 3 GEES AVEBACKYARDNO. 1 GEES AVEBACKYARD
STEP
DO
WN
max.1 / 20
1 BEDG04
60.41 m2
1 BEDG03
60.15 m2
2 BEDG18
75.39 m2
1 BEDG13
52.85 m2
2 BEDG14
75.98 m2
1 BEDG07
52.55 m2
2 BEDG01
75.00 m2
2 BEDG05
78.96 m22 BEDG02
75.00 m2
2 BEDG20
76.51 m2
1 BEDG19
58.63 m2
2 BEDG16
75.39 m2
2 BEDG15
75.43 m2
STUDIOG17
40.62 m2
2 BEDG09
76.32 m2
2 BEDG08
75.50 m2
2 BEDG11
79.75 m2
STUDIOG10
37.68 m2
2 BEDG12
81.64 m2
2 BEDG06
75.89 m2
1550
1000
1000
1550
1550
15501550
1550
RAMP9M@ 1 / 14
6,00
0
8,210
6,10
824
,193
8,20
0
12,000
3,600
6,568
5,374
RAMP9M@ 1 / 14
RAMP9M@ 1 / 14
RAMP9M@ 1 / 14
RAMP9M@ 1 / 14
GROUND FLOOR PLAN 1:200 @ A2
GSPublisherVersion 38.31.48.77
ARCHITECTPROJECT
401-405 LIVERPOOL RD, STRATHFIELDCLIENT
PARAMOUNT PROPERTY GROUPSCALE DATE
DRAWN PROJECT ARCHITECT PROJECT DIRECTOR
1:200
DRAWING NAME
LEVEL 01 PLAN
PRO
JEC
T N
UM
BER
ISSUE
AA 1204
DRAWING NUMBER
DALL JU
26.1
5
GA
ACCESS & BCA TRAFFIC ACOUSTIC HYDRAULIC PLANNING
LANDSCAPINGGEOTECHNICALQUANTITY SURVEY WASTE MANAGEMENTBASIX
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A2 © COPYRIGHTFOR DAPURPOSES ONLY
NOT FORCONSTRUCTION
DA
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
18/0
7/20
16A
LEVEL 2 UNIT 2 14 RAILWAY PARADEBURWOOD NSW 2134
T. +612 9744 7035 | E. [email protected]: 67167131848
SCALE 1:200 @ A2
0 1 5 10M2
NSW reg. no. 7542
NAME: Design Right ConsultantTEL: 0405 295 978E: [email protected]
NAME: MMDCCTEL: 9633 9233E: [email protected]
NAME: TTM TrafficTEL: 9418 3033E: [email protected]
NAME: STS ConsultantTEL: 0420 312 721E: [email protected]
NAME: Acoustic ConsultingEngineersTEL: 8006 5560E: [email protected]
NAME: GeoenvironmentalTEL: 9420 3361E: [email protected]
NAME: SGCETEL: 8883 4239E: [email protected]
NAME: CONZEPTTEL: 9922 5312E: [email protected]
NAME: WILLANATEL: 9399 6500E:[email protected]
NAME: ELEPHANTS FOOTTEL: 9707 2588E: [email protected]
18/07/ 2016
14.58 m2
16
x 19
1 =
3,05
01 2 3 4 5 6 7
8
9101112131415
16 x 191 = 3,050
12131415
16 x 191 = 3,050
12 13 14 15
1550
1550
1550
1550
1550
1550
1000
1000
1550
16
x 19
1 =
3,05
0 1234567
8
9 10 11 12 13 14 15
1550
16 x 191 = 3,050
1234567
8
9101112131415
1550
1550
1550
AA1 AA1
6,00
0
6,00
0
6,031
11,487 15,1701,800
20,583 12,000 17,629 12,000 17,740 6,407
9,00
012,000
9,000
6,00
0
15,1701,800
20,583
2,000
12,8
112,
247
800800
800
800
800
12,000
4,200 3,600 3,004
16,2
322,
000
11,1
665,
500
6,10
824
,393
8,00
0
6,00
0
42.60 42.60
42.60
8.83 m2
15.44 m2
8.74 m2
10.00 m210.00 m2
15.86 m2
12.97 m213.42 m2
10.85 m2
8.36 m2
8.00 m2
10.70 m28.00 m2
15.95 m2
8.50 m2
14.57 m2
13.41 m2
13.04 m2
13.55 m2
800-1000mmADJUSTABLE BENCHCOMPLY WITH AS4299
800-
1000
mmAD
JUST
ABLE
BEN
CHCO
MPLY
WIT
H AS
4299
800-1000mmADJUSTABLE BENCH
COMPLY WITH AS4299
800-1000mmADJUSTABLE BENCHCOMPLY WITH AS4299
HIGHLIGHT WINDOWAN
GLED
LOU
VRE
HIG
HLI
GH
T W
IND
OW
LIFT LIFT
LIFT
BOUNDARY
BOU
ND
ARY
BOUNDARY
BOU
ND
ARY
VS
VE
1 BED113
52.85 m2
1 BED104
60.41 m2
1 BED103
60.15 m2
2 BED118
84.10 m2
2 BED114
75.98 m2
2 BED116
75.00 m2
2 BED115
76.89 m2
1 BED117
63.30 m2
2 BED109
76.32 m2
2 BED108
75.50 m2
2 BED111
88.97 m2
1 BED110
55.04 m2
2 BED112
81.02 m2
1 BED107
52.55 m2
2 BED101
75.00 m2
2 BED105
78.96 m22 BED102
75.00 m2
2 BED106
75.89 m2
2 BED120
78.11 m2
1 BED119
58.63 m2
1550
1000
1000
1000
1000
1550
1000
1000
1550
1550
1550
1550
1550
1550
1550
LEVEL 01 FLOOR PLAN 1:200 @ A2
GSPublisherVersion 38.31.48.77
ARCHITECTPROJECT
401-405 LIVERPOOL RD, STRATHFIELDCLIENT
PARAMOUNT PROPERTY GROUPSCALE DATE
DRAWN PROJECT ARCHITECT PROJECT DIRECTOR
1:200
DRAWING NAME
LEVEL 02 PLAN
PRO
JEC
T N
UM
BER
ISSUE
AA 1205
DRAWING NUMBER
DALL JU
26.1
5
GA
ACCESS & BCA TRAFFIC ACOUSTIC HYDRAULIC PLANNING
LANDSCAPINGGEOTECHNICALQUANTITY SURVEY WASTE MANAGEMENTBASIX
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A2 © COPYRIGHTFOR DAPURPOSES ONLY
NOT FORCONSTRUCTION
DA
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
18/0
7/20
16A
LEVEL 2 UNIT 2 14 RAILWAY PARADEBURWOOD NSW 2134
T. +612 9744 7035 | E. [email protected]: 67167131848
SCALE 1:200 @ A2
0 1 5 10M2
NSW reg. no. 7542
NAME: Design Right ConsultantTEL: 0405 295 978E: [email protected]
NAME: MMDCCTEL: 9633 9233E: [email protected]
NAME: TTM TrafficTEL: 9418 3033E: [email protected]
NAME: STS ConsultantTEL: 0420 312 721E: [email protected]
NAME: Acoustic ConsultingEngineersTEL: 8006 5560E: [email protected]
NAME: GeoenvironmentalTEL: 9420 3361E: [email protected]
NAME: SGCETEL: 8883 4239E: [email protected]
NAME: CONZEPTTEL: 9922 5312E: [email protected]
NAME: WILLANATEL: 9399 6500E:[email protected]
NAME: ELEPHANTS FOOTTEL: 9707 2588E: [email protected]
18/07/ 2016
16
x 19
1 =
3,05
01 2 3 4 5 6 7
8
9101112131415 16
x 19
1 =
3,05
0 1234567
8
9 10 11 12 13 14 15
16 x 191 = 3,050
1234567
8
9101112131415
1550
1550
1550
1550
1550
1550
AA1 AA1
3,00
09,
000 6,
000
12,000
3,000
9,000
6,00
0
6,00
0
12,000
2,52
613
,706
2,00
011
,016
5,65
0
6,98
212
,784
3,00
09,
000
2,412
4,200 3,600 3,004
12,0
583,
000
3,00
06,
000
800 800
800
11,487 15,1701,800
20,583 12,000 17,629 12,000 17,740 6,407
6,00
0
45.65 45.65
45.65
15.58 m2
33.86 m2
8.74 m2
10.00 m210.00 m2
8.00 m2
8.50 m2
14.57 m2
8.36 m2
13.41 m2
15.44 m213.55 m2 12.97 m213.42 m2
13.24 m2
800-1000mmADJUSTABLE BENCHCOMPLY WITH AS4299
800-1000mmADJUSTABLE BENCH
COMPLY WITH AS4299
800-1000mmADJUSTABLE BENCHCOMPLY WITH AS4299
ANG
LED LO
UVR
E
HIG
HLI
GH
T W
IND
OW
SIMPLE PERGOLA STRUCTURENON-TRAFFICABLE AREA NON-TRAFFICABLE AREA
NON-TRAFFICABLE AREA LIFT LIFT
LIFT
BOUNDARY
BOU
ND
ARY
BOUNDARY
BOU
ND
ARY
VS
VE
1 BED208
52.85 m2
2 BED213
84.10 m2
2 BED209
75.98 m2
2 BED211
75.00 m2
2 BED210
76.89 m2
2 BED204
76.32 m2
2 BED203
75.50 m2
2 BED206
88.97 m2
1 BED205
55.04 m2
2 BED207
81.64 m2
2 BED215
78.11 m2
1 BED214
58.63 m2
1 BED212
63.66 m2
3 BED202
96.53 m2
3 BED201
96.45 m2
1000
1000
1550
1550
1000
1000
1000
1000
1550
1550
1550
1550
1550
1550
1550
VEGEGARDEN
LEVEL 02 FLOOR PLAN 1:200 @ A2
GSPublisherVersion 38.31.48.77
ARCHITECTPROJECT
401-405 LIVERPOOL RD, STRATHFIELDCLIENT
PARAMOUNT PROPERTY GROUPSCALE DATE
DRAWN PROJECT ARCHITECT PROJECT DIRECTOR
1:200
DRAWING NAME
ROOF PLAN
PRO
JEC
T N
UM
BER
ISSUE
AA 1206
DRAWING NUMBER
DALL JU
26.1
5
GA
ACCESS & BCA TRAFFIC ACOUSTIC HYDRAULIC PLANNING
LANDSCAPINGGEOTECHNICALQUANTITY SURVEY WASTE MANAGEMENTBASIX
N
Issu
eD
ate
Des
crip
tion
Dra
win
g O
rigin
al S
ize
A2 © COPYRIGHTFOR DAPURPOSES ONLY
NOT FORCONSTRUCTION
DA
DO NOT SCALE DWGS. USEDIMENSIONS ONLY. REFERANY DISCREPANCIES TOARCHITECT PRIOR TOCONSTRUCTION.
THESE DRAWINGS ARESUBJECT TO COPYRIGHT.
FOR
DA
18/0
7/20
16A
LEVEL 2 UNIT 2 14 RAILWAY PARADEBURWOOD NSW 2134
T. +612 9744 7035 | E. [email protected]: 67167131848
SCALE 1:200 @ A2
0 1 5 10M2
NSW reg. no. 7542
NAME: Design Right ConsultantTEL: 0405 295 978E: [email protected]
NAME: MMDCCTEL: 9633 9233E: [email protected]
NAME: TTM TrafficTEL: 9418 3033E: [email protected]
NAME: STS ConsultantTEL: 0420 312 721E: [email protected]
NAME: Acoustic ConsultingEngineersTEL: 8006 5560E: [email protected]
NAME: GeoenvironmentalTEL: 9420 3361E: [email protected]
NAME: SGCETEL: 8883 4239E: [email protected]
NAME: CONZEPTTEL: 9922 5312E: [email protected]
NAME: WILLANATEL: 9399 6500E:[email protected]
NAME: ELEPHANTS FOOTTEL: 9707 2588E: [email protected]
18/07/ 2016
AA1 AA1
6,00
0
6,00
0
25,857 18,667 16,516 17,629 12,000 17,866 6,039
2,32
713
,506
2,00
010
,666
4,200 3,600 3,004
12,8
572,
000
23,6
65
6000
3,600
48.70 48.70
48.70
BOUNDARY
BOU
ND
ARY
BOUNDARY
BOU
ND
ARY
LIVE
RPO
OL
RO
AD
LEVEL 01 FLOOR PLAN 1:200 @ A2
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
APPENDIX B
Sydney Water DBYD
HIG
HF
IELD
GEES
AVE
CR
OS
S
B
A
CP
6
1
2
18
19
20
16
15
4
14
13
12
22
7
6
5
11
10
5
4
3
50
3
4
2
1
1
4
9
8
7
27
29
2
6
4
CP
CP
16
3
11
12
13
14
15
17
2
1
18
1
2
1
1
386
389-
391
2
1
3
10
1214
1315
1719
21
2022
24
2325
16
46
5
18
18
7
5
3
413
141
5
4
2
2729
2628
30
393-
395
397-
399
401-
405
401-
405
388
390
394
392
396
398
400
402401-
405
404
406
408
43.22
7.5
21.9 29.8
14.6
21.9
15.8
18.5
31.6
42.6
15.5
30.7
45.4
32.9
24.6 33.235.3
47.0
50.5
61.5
6.7
8.866.4
1.5
19.522.5
46.3
24.9
29.2
34.4
41.1
50.9
49.3
18.8
2.1
24.3
27.7
42.6
13.7
24.9
31.034.7
60.9
41.4
54.8
24.021.0
19.844.5
46.949.3
60.3
47.2
66.1
1.2
25.0
20.4
33.8
46.3
58.2
68.2
11.2
23.7
35.038.7
49.6
2.4
58.2
31.0
13.0
2.5
1.3
2.5
1.2
1.2
2.9
2.9
1.5
1.5
1.2
1.0
3.11.7
1.4
1.5
42.0
58.0
45.0
38.5
2.2
1.2
1.9
1.4
1.3
1.9
225 VC
225 VC
225
VC
225
VC
225
VC
225
VC
225
VC
225
VC
225
VC
225 VC
225 VC
225 VC
225
VC 225 VC
225
VC
225
VC
225
VC
225
VC
225
VC
2.8
2.3
5.3
2.0
5.2
2.4
150 o
PVC
100
CICL
600
DICL
100 CICL
250
PE
150 o
PVC
N0m 5m 10m 15m 20m
Plan 1 of 1Copyright Reserved Sydney Water 2016
Date of Production: 01/07/2016
A4
SYDNEY WATER CORPORATION
DBYD Address: 401 Liverpool RoadStrathfield NSW2135
DBYD Job No: 10902032
DBYD Sequence No: 53935965No warranty is given that the information shown is complete or accurate.
Scale: 1:1000
Geotechnical Investigation Report
401-405 Liverpool Road, Strathfield NSW
APPENDIX C
Borehole Logs (4 Sheets)
1.04
m15
/07/
2016
SPT terminated at 2.55m
Han
d A
uger
Sol
id F
light
Aug
er -
TC
bit
GC
ML
CH
FILL- Clayey Gravel With Sand, grey /brown / orange, fine to coarse gravel, brick,cobble.
SILT- grey-brown.
Silty CLAY- grey-brown, medium to highplasticty.
SILTSTONE- extremely weathered withestimated low to medium strength.
Practical refusal at 2.60mTC bit refusal on weathered siltstonebedrock
loose
soft
stiff
very stiff
Gro
utB
ento
nite
Coa
rse
San
d50
mm
Ø S
cree
nC
ave-
in
0.000.05
0.10
0.15
0.40
1.10
1.30
2.45
2.50
AC070716-010.1-0.2m
AC070716-020.4-0.5m
AC070716-031.1-1.4m
0.50.52
N=2
15
moist
moist
moist
Samples/ Tests
Wat
er L
evel
Surface: asphalt
Observations / Comments
Northing:
Sheet:
7/07/2016
BH1
G16089STR
1 of 1
Ute Mounted Drill Rig
Borehole Log Report
Ground Level:
Andy ChiemLogged By:
Wet
7/07/2016
7/07/2016
Hole Depth:
Dp
Geotechnical Investigation
Equipment:
Client:
----------
2.60 m
Drill Method:
Checked By:
DampSlightly Moist
Drilling Company:
Date Completed: Easting:
Very Moist
FICO Date Started:
Dry
Project Name:
401-405 Liverpool Road, Strathfield NSW
SM
Date:
D
----------
Hole ID.
Saturated
Project Number:
MoistVMWSd
Moisture Additional Comments
M
Location / Site:
19/07/2016Date:Stephen McCormack
----------
Solid Flight Auger
Ghazi Al Ali Architect
Geo Environmental Engineering Pty Ltd
82 Bridge Street
Lane Cove NSW 2066
T 02 9420 3361D
epth
(m
)
1.0
2.0
3.0
RL
(m)
Gra
phic
Log
GE
E D
AV
IES
BH
LO
G G
1608
9S
TR
.GP
J G
EE
.GD
T 2
9/7
/16
8:1
5:59
AM
Met
hod
US
CS
Sym
bol
Material Description
Con
sist
ency
/D
ensi
ty
Wel
l Det
ails
Wel
l Con
stru
ctio
n
ID No. SPT
Moi
stur
e
Fill
Nat
ural
Bed
rock
Mat
eria
l Typ
e
borehole was dry upon completion
Han
d A
uger
SF
A
GP
CL
CH
FILL- Sandy Gravel, grey, fine to coarse gravel,fine to coarse grained.
FILL- Silty Clay, grey / brown, low to mediumplasticity, some fine to coarse gravel.
Silty CLAY- light grey mottled orange, medium tohigh plasticty.
SILTSTONE- orange-brown, extremely weatheredwith estimated low to medium strength.
Practical refusal at 0.85mTC bit refusal on weathered siltstone bedrock
loose
stiff
stiff
AC070716-040.1-0.2m
AC070716-050.2-0.3m
AC070716-060.6-0.7m
moist
moist
moist
Samples/ Tests
Wat
er L
evel
Surface: asphalt
Observations / Comments
Northing:
Sheet:
7/07/2016
BH2
G16089STR
1 of 1
Ute Mounted Drill Rig
Borehole Log Report
Ground Level:
Andy ChiemLogged By:
Wet
7/07/2016
7/07/2016
Hole Depth:
Dp
Geotechnical Investigation
Equipment:
Client:
----------
0.85 m
Drill Method:
Checked By:
DampSlightly Moist
Drilling Company:
Date Completed: Easting:
Very Moist
FICO Date Started:
Dry
Project Name:
401-405 Liverpool Road, Strathfield NSW
SM
Date:
D
----------
Hole ID.
Saturated
Project Number:
MoistVMWSd
Moisture Additional Comments
M
Location / Site:
19/07/2016Date:Stephen McCormack
----------
Solid Flight Auger
Ghazi Al Ali Architect
Geo Environmental Engineering Pty Ltd
82 Bridge Street
Lane Cove NSW 2066
T 02 9420 3361D
epth
(m
)
1.0
2.0
3.0
RL
(m)
Gra
phic
Log
GE
E D
AV
IES
BH
LO
G G
1608
9S
TR
.GP
J G
EE
.GD
T 2
9/7
/16
8:1
6:01
AM
Met
hod
US
CS
Sym
bol
Material Description
Con
sist
ency
/D
ensi
ty
ID No.
Moi
stur
e
Fill
Nat
.M
ater
ial T
ype
borehole was dry upon completionSPT terminated at 1.14m
Han
d A
uger
Sol
id F
light
Aug
er -
TC
bit
GP
CL
CH
FILL- Gravelly Sand, grey / brown, fine tocoarse gravel, fine to coarse grained.
FILL- Silty Clay, dark grey, low to mediumplasticity.
Silty CLAY- orange / brown.
SILTSTONE- light grey, ironstained,extremely weathered with estimated low tomedium strength.
Practical refusal at 1.15mTC bit refusal on weathered siltstonebedrock
loose
firm
stiff
AC070716-070.1-0.2m
AC070716-080.2-0.3m
AC070716-090.4-0.5m
20
moist
moist
moist
Samples/ Tests
Wat
er L
evel
Surface: asphalt
Observations / Comments
Northing:
Sheet:
7/07/2016
BH3
G16089STR
1 of 1
Ute Mounted Drill Rig
Borehole Log Report
Ground Level:
Andy ChiemLogged By:
Wet
7/07/2016
7/07/2016
Hole Depth:
Dp
Geotechnical Investigation
Equipment:
Client:
----------
1.15 m
Drill Method:
Checked By:
DampSlightly Moist
Drilling Company:
Date Completed: Easting:
Very Moist
FICO Date Started:
Dry
Project Name:
401-405 Liverpool Road, Strathfield NSW
SM
Date:
D
----------
Hole ID.
Saturated
Project Number:
MoistVMWSd
Moisture Additional Comments
M
Location / Site:
19/07/2016Date:Stephen McCormack
----------
Solid Flight Auger
Ghazi Al Ali Architect
Geo Environmental Engineering Pty Ltd
82 Bridge Street
Lane Cove NSW 2066
T 02 9420 3361D
epth
(m
)
1.0
2.0
3.0
RL
(m)
Gra
phic
Log
GE
E D
AV
IES
BH
LO
G G
1608
9S
TR
.GP
J G
EE
.GD
T 2
9/7
/16
8:1
6:02
AM
Met
hod
US
CS
Sym
bol
Material Description
Con
sist
ency
/D
ensi
ty
ID No. SPT
Moi
stur
e
Fill
Nat
ural
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