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PO Box 4405 East Gosford, NSW 2250
M 0466 385 221 [email protected] www.benvirongroup.com.au
ABN 52 119 978 063
Geotechnical Investigation Report
Proposed Development at 29‐35 Burlington Road and 30‐32 The Crescent
Homebush NSW
prepared for
Lion Civil Group Pty Ltd
Report No. G17
January 2016
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 2 of 18
DOCUMENT CONTROL REGISTER
Document Information
Job Number G17
Document Number 1
Report Title Geotechnical Assessment
Site Address 29‐35 Burlington Road & 30‐32 The Crescent, Homebush NSW
Prepared for Lion Civil Group Pty Ltd
Document Review
Revision Number Date Issued Description Issued By
0 10/03/14 Initial Issue Ben Buckley
1 11/12/15 Revision 1 Ben Buckley
2 14/01/15 Revision 2 Ben Buckley
Distribution Register
Distribution Method Custodian Issued to
Electronic B. Buckley Benviron Group Office
Electronic Youssef Rahman/Lion Civil
Group
PO Box 5123, Chullora NSW
Authorisation and Release
Signature Name Date
Author
Benjamin Buckley 14/01/15
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 3 of 18
Executive Summary
Benviron Group carried out a geotechnical investigation at 29‐35 Burlington Road, and 30‐
32 The Crescent at Homebush in February 2014 to investigate and assess the site’s surface
and subsurface conditions in order to provide geotechnical recommendations and advice for
the design and construction of the proposed residential development.
It is understood the proposed development involves the demolition of all existing site
features on 29‐35 Burlington Road, and 30‐32 The Crescent and with the construction of a
9‐storeys mixed commercial and residential building development with a 4 level basement
car parking facility.
As of November 2015 and additional basement has been added to the building. It is
recommended that further drilling during excavation be undertaken to confirm the
underlying geology which was undertaken on the 23rd December 2015.
Two investigation holes was drilled to depths of approximately 9.1m and 14.1m with rock
coring to enable the stratigraphy of the subsoil profile and engineering properties be
mapped in anticipation for the basement excavation works and proposed foundations
works.
This report presents and interprets the findings of the geotechnical investigation that was
carried within accessible areas of the site. Based on the findings, geotechnical assessments
and recommendations are presented.
The proposed development is considered feasible subjected to the recommendations
provided in this report are carried out.
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 4 of 18
Table of Contents
EXECUTIVE SUMMARY ........................................................................................................................... 3
1.0 INTRODUCTION .............................................................................................................................. 5
2.0 AVAILABLE INFORMATION ........................................................................................................ 6
3.0 PROPOSED DEVELOPMENT ........................................................................................................ 6
3.1 SITE LOCATION AND DESCRIPTION ......................................................................................... 6
3.2 REGIONAL GEOLOGY .................................................................................................................. 6
4.0 FIELDWORK ..................................................................................................................................... 6
5.0 FILED WORK RESULTS ................................................................................................................. 7
5.1 SUBSOIL CONDITIONS ................................................................................................................. 7
5.2 GROUND WATER .......................................................................................................................... 7
6.0 LABORATORY TEST RESULTS ................................................................................................... 9
7.0 DISCUSSIONS AND RECOMMENDATIONS............................................................................... 9
7.1 GENERAL ........................................................................................................................................ 9
7.2 EXCAVATION CONDITIONS AND VIBRATION CONTROL ................................................. 10
7.3 GROUND WATER MANAGEMENT ........................................................................................... 11
7.4 TEMPORARY BATTER SLOPES ................................................................................................ 11
7.5 RETAINING STRUCTURES ......................................................................................................... 12
7.6 FOUNDATION SYSTEMS ............................................................................................................ 15
8.0 CONCLUSIONS ............................................................................................................................... 15
REFERENCES ............................................................................................................................................ 17
LIMITATIONS............................................................................................................................................ 18
Appendix A: Figures
Appendix B: Engineering Logs
Appendix C: Laboratory Test Results
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 5 of 18
1.0 INTRODUCTION
Benviron Group was engaged to undertake a geotechnical investigation at the subject site
located at 29‐35 Burlington Road, and 30‐32 The Crescent at Homebush. The purpose of this
investigation is to assess the site’s surface and subsurface conditions within accessible areas
in order to provide geotechnical recommendations and advice for the design and
construction of the proposed mixed‐use commercial and residential apartment
development in preparation for a development application submission.
The proposed development involves the demolition of all existing site features and the
construction of a 7‐storeys mixed commercial and residential building and a 3‐level
basement car parking facility. As of November these plans have been amended and is now 9
storeys and 4 basement levels.
This report presents and interprets the findings of the geotechnical investigation carried out
on the 26th February 2014 and the 23rd December 2015 on the subject site, known as
number 29‐35 Burlington Road, and 30‐32 The Crescent at Homebush. With the site
constraints, the fieldwork was carried out by using a truck mounted drilling rig with coring
facilities to accessible parts of the site at 29‐35 Burlington Road Homebush. Two boreholes
were drilled and cored to provide the following information:
Method of investigation,
Site description, including surface and sub‐surface conditions,
Site plan indicating borehole locations and footprint of the proposed roads and buildings
within the development,
Groundwater conditions and management,
Result of laboratory rock testing,
Recommendations on the excavation conditions and temporary slope batters,
Recommendations on vibration control and management,
Provision of earth pressure parameters for design of retaining structures,
Recommendations on footings and serviceability bearing pressures,
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 6 of 18
2.0 AVAILABLE INFORMATION
At the time of writing this report, there were no architectural drawings provided from the
client. There is a drawing prepared by Strat Surv on the Nos. 37‐39 Burlington Road & 33‐34
The Crescent Homebush. Verbal information was provided to indicate that there is a 3 level
basement carpark and the proposed development is 7 storeys high with a ground floor
commercial units. As of November these plans have been amended and is now 9 storeys
and 4 basement levels.
3.0 PROPOSED DEVELOPMENT
3.1 Site Location and Description
The site is located near the Homebush at approximately 11 Km west of the Sydney CBD as
shown in the Locality Plan (Figure 1). The site comprises two major lots, and is bounded by
Burlington Road in the south and The Crescent in the north. The lot adjoining Burlington
Road currently is a mainly a carpark, and the lot adjoining The Crescent is a single storey
house as shown in the Site Plan (Figure 2). The proposed development comprises mixed
development with a 4 level basement carpark.
3.2 Regional Geology
Reference to the Sydney 1: 1:100,000 Geological Series Sheet 9029‐9130 Edition 1, 1983,
indicates the site to be underlain by Ashfield Shale of Middle Triassic Age. Ashfield Shale is
typically consisted of dark grey to black shale and laminate.
4.0 FIELDWORK
Fieldwork for the geotechnical investigation was carried on the 26 February 2014 and the
23rd December 2015 and comprised the following works:
A detailed walk‐over inspection of the site and surrounding environment to capture any
significant geological features.
Drilling of one (1) borehole BH1 using a 10 tonne drilling rig mounted with V‐bit , and then
T bit attached to a solid flight auger and then using NMLC diamond rock coring
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 7 of 18
techniques to drill down to a total depth of 9.1m below existing ground level . TA follow
up second borehole was drilled to approximately 14.1m BGL.
Standard Penetration Tests (SPT) was undertaken at regular intervals within the borehole
to assess the in‐situ strength of subsoil properties.
The approximate location of the investigation borehole is shown in Figure 2 and the
Engineering Logs are presented in Appendix B.
5.0 FILED WORK RESULTS
5.1 Subsoil Conditions
Based on information gathered and observations made from the site inspection, it can be
inferred that it is likely the subsoil profile comprises road base which overlies the residual
material of differing degree of weathering ranging from a sandy CLAY to a more
predominant CLAY matrix that sits on top of the Shale Bedrock .
The subsurface soil profile within BH1 indicated a 200mm thick gravel underlain by a loose
to medium dense silty Sand to a depth of approximately 1.0m below the existing ground
level. This is then underlain by a moist stiff to very stiff high plasticity Clay which extends
down to approximately 2.0m below existing ground level. This moist Clay material becomes
hard in strength from 2.0m to approximately 5.5m below ground level. The shale bedrock
commenced at approximately 5.5m and varying between low to high strength from 5.5m to
9.1m below existing ground level. This borehole was terminates at 9.1m below existing
ground level.
5.2 Ground Water
Groundwater or seepage was not observed in the borehole during the investigation
works on the 26 February 2014. Groundwater seepage was also not observed during
auger drilling of the boreholes on the 23rd December 2015.
However Groundwater level was measured at a depth of about 6.5 mBGL, on 4th
January 2016, which is expected to be above the final bulk excavation level.
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 8 of 18
However, due to the expected low permeability of the residual clay and shale bedrock,
we do not expect the groundwater to have a major impact on the proposed
development or adjoining structures. However, we expect minor groundwater inflows
into the excavation at the soil/rock interface and through any defects within the shale
bedrock (such as jointing, and bending planes, etc.) following periods of heavy rain.
We expect that any seepage that does occur will be able to be controlled using a
conventional sump‐and‐pump system. In the long term, drainage should be provided
behind all basement retaining walls, around the perimeter of the basement and below
the basement slab. The hydraulic engineer should inspect the completed excavation to
confirm that adequate drainage has been allowed for. Drainage should be connected to
the sump‐and‐pump system and discharging into the stormwater system.
Notwithstanding, we recommend further detailed groundwater monitoring with pump
out tests be carried out within the already installed monitoring well for monitoring of
groundwater levels, estimation of seepage volumes and to determine the extent of
seasonal variation on the groundwater table
However, it should be noted groundwater levels may be subject to seasonal
fluctuations, rainfall, prevailing weather conditions and also future developments of
the areas and land forms.
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 9 of 18
6.0 LABORATORY TEST RESULTS
Rock cores drilled are kept at core‐boxes as shown in Appendix D. Samples have been
collected from these core‐boxes to assess the rock strength at the various level within the
Shale bedrock. The testing carried out on the rock samples was the Point Load Strength
Index Test, and the Point Load Strength Indices for the rock cores and the assessed rock
strengths in accordance with the Australian Standards (Reference 1). The test results are
enclosed in Appendix C and are summarised in the following Table 1.
Table 1: Point Load Test Results
Sample ID Location Depth
(m)
Diametrical
Is(50) (MPa)
Axial
Is(50) (MPa)
Assessed Strength
1 BH1 6.3 0.55 0.50 Medium/High
2 BH1 7.7 0.39 0.36 Medium
3 BH1 9.0 NA 0.60 High
Based on the rock core strengths (Table 1) and the rock discontinuities (shown in the core
logs and core photographs), the bedrock for the proposed development site for preliminary
foundation design purposes in accordance with Pells et al (Reference 4) is classified in
general as a Class III Shale.
7.0 DISCUSSIONS AND RECOMMENDATIONS
7.1 General
From the result of the investigation obtained on this site, it can be inferred that the subsoil
conditions comprise generally a sandy fill layer which is underlain by predominantly a high
plasticity clay. Depth to the shale bedrock within the proposed development is likely to be
approximately 5.5m below the existing ground surface level. The strength and quality of the
Shale bedrock in general increase with depth.
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 10 of 18
The proposed development involves the demolition of all existing site features and the
construction of a 9‐storeys mixed commercial and residential building and a 4‐level
basement car parking facility. Formation of the basement is expected to entail excavations
of up to 12m deep and stratigraphy of the ground material for the proposed basement and
foundation has been assessed.
For the lot adjoining The Crescent, where the future access ramp to the basement carpark is
likely, additional site investigation works will be required to confirm the stratigraphy of the
area as assumed with the current information provided once the access is made available for
further drilling works in that area.
7.2 Excavation Conditions and Vibration Control
Based on provided information, the establishment of basement B4 car park level will involve
excavation of materials to depths of approximately 12m below the existing pavement level
of Burlington Road. The likely soil profile materials to be encountered within the depths of
basement excavation are likely to comprise sandy fill overlying stiff to very stiff sandy clays
and Shale of differing degree of weathering.
It is expected that excavation of soils and low strength shale bedrock can be achieved by
conventional excavation methods. However, for the excavation of medium to high strength
shale bedrock, these may be achieved by using saw cutting method followed by rock
breaking hammers to ensure the integrity of the nearby structures are safeguarded.
With the close proximity of buildings and civil structures along the perimeter of the site
boundaries, and the use of vibratory rock breaking hammer equipment that may be
required for the proposed excavation works in the expected harder shale bedrock, it is
essential to carry out saw cutting along the perimeter of the site in order to limit the
vibration levels that may induce on nearby structures to within acceptable levels. Induced
vibrations in structures adjacent to the excavation should not exceed a peak particle
velocity (PPV) of 10mm/sec for structures in good condition or 2mm/sec for heritage or
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 11 of 18
poor‐conditioned structures. Vibration monitoring system should be established at critical
locations such as along southern and northern boundaries adjoining major roads, as well as
along eastern and western site boundaries with neighbouring buildings in order to monitor
the vibration levels throughout the period of rock excavation.
We recommend that where percussive excavation techniques are to be adopted,
dilapidation reports are to be carried out on all adjoining buildings, roads and civil structures
so that an accurate record of the existing conditions of these elements are mapped prior to
the commencement of excavation. These records shall be agreed by the respective owner in
order to reduce the risk of future owner’s dispute on subsequent potential damage claims.
7.3 Ground Water Management
With the excavation anticipated to be at least 12.1m below existing ground level, based on
the data observed from the investigation, it is possible that excavation works could
encounter ground water inflow at 6.5m BGL. As water seepage could be detected, these
flows should be managed accordingly with measures to facilitate the inflow and to keep the
excavation dry for working as per sections above.
7.4 Temporary Batter Slopes
With the proposed development, there is very limited room for the use of temporary batter
slopes during construction as most of the building perimeter walls are very close to the
boundaries. However wherever required (such as an access ramp for construction propose)
the safe temporary batters are recommended as presented in Table 2, provided that the
basement excavation is set back sufficiently from the common site boundaries to facilitate
for the formation of the batters..
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 12 of 18
Table 2: Minimum temporary batter slopes
Materials
Temporary
(Horizontal: Vertical)
Exposed Protected
Silty and clayey soils, sand‐clay
mixtures 2.0:1.0 1.5:1.0
Weathered Shale bedrock 1.0:1.0 ‐
Temporary surface protection against erosion may be provided by covering the batter
with plastic sheeting, and these should be applied for a limited time and inspected by
Geotechnical Engineers after significant events. It should be noted however that the
plastic sheeting should extend at least 1.5m behind the crest of the cut face or at least up
to the common site boundaries.
7.5 Retaining Structures
With the proposed development footprint close to the site boundary and adjoining a major
roadway, the forming of basement will need to adopt a construction methodology that
ensure the cut faces are supported at all times. In particularly, to manage ground
movement by limiting wall deflections to acceptable limits during all stages of the
excavation works. The retaining structures should be designed to withstand the applied
lateral pressures of the soil layers, the water pressure, and all existing surcharges in their
zone of influence that includes existing nearby structures and traffic loadings.
With the proposed basement level of the development, it is likely the excavation will be
beneath the foundation of the adjacent buildings northwest of the site. It is therefore
necessary to ensure that the construction system ensure that the integrity of these adjacent
buildings’ foundations are safeguarded at all times, and this is dependent on the conditions
of the foundations of the adjacent buildings when exposed.
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 13 of 18
In general, it is considered a continuous pile wall system may be necessary to ensure that
the excavation faces are protected at all times. However, other methods of protecting the
exposed faces can be considered depending the soil properties in the area, the rock head
levels encountered, the conditions of the existing footings, and the integrity of the
pavement sub‐grade when exposed.
The pressure distribution on cantilever retaining structures may be assumed to be
triangular and estimated as follows:
ph = kH + qk
Where,
ph = Horizontal pressure (kN/m2)
= Wet density (kN/m3)
k = Coefficient of earth pressure (ka or ko)
H = Retained height (m)
q = Surcharge pressure behind retaining wall (kN/m2)
For the design of flexible retaining structures, where some lateral movement is
acceptable, an active earth pressure coefficient is recommended. Should it be critical to
limit the horizontal deformation of a retaining structure, use of an earth pressure
coefficient at rest should be considered. Recommended parameters for the design of
retaining structures are presented in the following Table 3.
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 14 of 18
Table 3: Geotechnical Design Parameters
Materials
Unit
Weight
(kN/m3)
Active Earth
Pressure
coefficient
(Ka)
At Rest Earth
Pressure
Coefficient
(Ko)
Passive Earth
Pressure Coefficient (Kp) or Pressure
Fill 17 0.5 0.63 ignore
Residual Soil 18 0.40 0.50 ignore
Extremely
Weathered Shale
(Class V or IV)
20 0.25 0.40 250kPa
Distinctly to Slightly
Weathered Shale
( Class IV or III)
21 0.20 0.3 375kPa
Slightly Weathered
to fresh Shale
(Class III or II)
22 0.15 0.2 500kPa
The above coefficients assume that ground level behind the retaining structures is
horizontal and the retained material is effectively drained. It should be noted that
hydrostatic pressures due to ground water table (if present) and surcharge due to nearby
structures (within the influence zone) should also be taken into the account in the design
of the retaining structures. This is particularly the case for the retaining walls located
immediately adjacent to the neighboring buildings.
Should the retaining structures be anchored or strutted, the pressure distribution is
assessed to be rectangular, with magnitude estimated as follows:
ph = 0.65kH
The design of any retaining structure should be checked for bearing capacity, overturning,
and overall stability of the slope.
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 15 of 18
7.6 Foundation Systems
The loading conditions for the proposed development are not known at the time of
preparation of this report. However, considering the scale of the development, it is
envisaged that foundation materials required to support the proposed structure would
comprise Class III or better shale bedrock. Based on the borehole information and rock
strength testing, it is envisaged that the shale bedrock likely to be exposed at basement bulk
excavation levels would constitute either Class III or Class III/II and is feasible to meet this
requirement.
Spread footings comprising strip or pad footings founded in Class III or better shale bedrock
below the basement bulk excavation level may be designed for a serviceability end bearing
capacity of 3000kPa. It is recommended that a further drilling for assessment of the
foundation material of the proposed footings be carried out once excavation to the final
basement level has been reached in order to confirm outcomes of this assessment. The
footing inspection and assessment requirement can be referred to the guidelines given in
accordance with Pells, Douglas et al . (Reference 5).
Footing inspections by a Geotechnical Engineer will be required during footing excavation to
confirm appropriate founding materials, that the recommended serviceability bearing
pressures could be met and to ensure that all soft and wet materials have been removed
from the foundation footprint prior to concrete placement.
8.0 CONCLUSIONS
This report presents the findings and recommendations for the proposed mixed
development at 29‐35 Burlington Road, and 30‐32 The Crescent, Homebush NSW. It is based
on the geotechnical investigation results available to date. It considers that the proposed
development is feasible subjected to the recommendations presented in this report.
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 16 of 18
For and on behalf of
Benviron Group
Noriman Mak
Geotechnical Engineer
MIEAust., RPE (Civ, Geo), NPER (Civ, Geo)
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 17 of 18
REFERENCES
1. Australian Standard AS1726‐1993 ‘Geotechnical Site Investigation’; and
2. Australian Standard AS2870‐2011 ‘Residential Slabs and Footings’;
3. Australian Standards – Guidelines on Earthworks for Commercial and Residential
Developments, AS3798‐2007.
4. Pells, P.J.N, Mostyn, E and Walker , B F – Foundations on Sandstone and Shale in the
Sydney Region, Australian Geomechanics Journal, Dec 1998
5. Pells, P.J.N, Douglas D.J, Rodway, B, Thorne C, McManon B.K – Design Loadings for
Foundations on Shale and Sandstone in the Sydney Region.oundations on Sandstone and
Shale in the Sydney Region, Australian Geomechanics Journal, 1978
6. N.S.W. Transport : Roads & Maritime Services – Technical Direction Geotechnology
GTD2012/001 27 April 2012
January 2016 Geotechnical Investigation Report, Ref: P2014‐003‐G11 Site: 29‐35 Burlington Road, 30‐32 The Crescent, Homebush Page 18 of 18
LIMITATIONS
The assessment of the sub‐surface profile within the proposed development area and the
recommendations presented in this report are based on limited information available to date.
The recommendations and advice presented in this report on soil and rock condition is considered
to be indicative only as only very limited areas were assessed on site to date. Site inspection by a
consulting Geotechnical Engineer or Engineering Geologist are to be undertake when further
investigation works are to be carried out to confirm the condition of founding materials in which
this geotechnical assessment recommends.
Anecdotal evidence and Information provided by client is assumed to be relevant and to the best
of knowledge be appropriate for its interpretation.
There is a possibility that the actual geotechnical and groundwater conditions across the site could
differ from the inferred geotechnical assumptions and derivations on which our recommendations
are presented in this report.
___________________________________________________________________________________________
Locality Plan G17-P2014-010 Figure 1
The Site
___________________________________________________________________________________________
Site Plan & Investigation Locations G17-P2014-010 Figure 2
The Crescent
The Site
BH1
Rochester Street
Burlington Road
Job No: G17-P2014-010Hole No: BH1Sheet 1 of 2
ENGINEERING LOG OF DRILLED BOREHOLEClient: Lion Civil Pty LtdProject: Proposed Development Test Method: Project Location: 29-35 Burlington Road, Homebush Date:
Gro
undw
ater
Sam
ples
/Fi
eld
Test
s
Dep
th (m
)
Gra
phic
Log
Uni
fied
Cla
ssifi
catio
n
Description Moi
stur
e C
ondi
tion
Con
sist
ency
/R
el. D
ensi
ty
Additional Comments Dep
th (m
)
0.1 GRAVEL, coarse grained, dark grey M 0.1
0.2 0.2
0.3 Silty SAND, fine to medium grained, dark grey M 0.3
0.4 0.4
0.5 0.5
0.6 0.6
0.7 0.7
0.8 0.8
0.9 0.9
1.0 CLAY, high plasticity, light brown M 1.0
1.1 1.1
1.2 CLAY, high plasticity, red brown and grey M 1.2
1.3 1.3
1.4 1.4
1.5 1.5
1.6 1.6
1.7 1.7
1.8 1.8
1.9 1.9
2.0 2.0
2.1 M 2.1
2.2 2.2
2.3 2.3
2.4 2.4
2.5 2.5
2.6 2.6
2.7 2.7
2.8 2.8
2.9 2.9
3.0 3.0
3.1 3.1
3.2 3.2
3.3 3.3
3.4 3.4
3.5 3.5
Explanatory Notes:Consistency Density Index Samples MoistureVS Very Soft VL Very Loose B Bulk Sample D DryS Soft L Loose D Disturbed Sample M MoistF Firm MD Medium Dense U50 Undisturbed Sample W WetSt Stiff D Dense (50mm diam.) Wp Plastic LimitVSt Very Stiff VD Very Dense N S.P.T. Value Wl Liquid LimitH Hard
Logged by: MM
SPT
14,16,12
N=28
CH
VSt
VSt
Test Location: Refer to Figure 2
SM
VL
Surface Level: Approx. +8.8mAHD26/02/14Drill Rig
VSt-H
S
GM
CH
SPT
4,6,7
N=13
CLAY, medium to high plasticity, orange brown and grey with traces of iron stained gravel
CH
Job No: G17-P2014-010Hole No: BH1Sheet 2 of 2
ENGINEERING LOG OF DRILLED BOREHOLEClient: Lion Civil Pty LtdProject: Proposed Development Test Method: Project Location: 29-35 Burlington Road, Homebush Date:
Gro
undw
ater
Sam
ples
/Fi
eld
Test
s
Dep
th (m
)
Gra
phic
Log
Uni
fied
Cla
ssifi
catio
n
Description Moi
stur
e C
ondi
tion
Con
sist
ency
/R
el. D
ensi
ty
Additional Comments Dep
th (m
)
3.6 CLAY, low plasticity, light brown with traces of gravel M 3.6
3.7 3.7
3.8 3.8
3.9 3.9
4.0 4.0
4.1 4.1
4.2 CLAY, low to medium plasticity, grey M 4.2
4.3 4.3
4.4 4.4
4.5 4.5
4.6 4.6
4.7 4.7
4.8 4.8
4.9 CLAY, low to medium plasticity, dark grey M 4.9
5.0 5.0
5.1 5.1
5.2 5.2
5.3 5.3
5.4 No groundwater encountered 5.4
5.5 5.5
5.6 See Core Log BH1 5.6
5.7 5.7
5.8 5.8
5.9 5.9
6.0 6.0
6.1 6.1
6.2 6.2
6.3 6.3
6.4 6.4
6.5 6.5
6.6 6.6
6.7 6.7
6.8 6.8
6.9 6.9
7.0 7.0
Explanatory Notes:Consistency Density Index Samples MoistureVS Very Soft VL Very Loose B Bulk Sample D DryS Soft L Loose D Disturbed Sample M MoistF Firm MD Medium Dense U50 Undisturbed Sample W WetSt Stiff D Dense (50mm diam.) Wp Plastic LimitVSt Very Stiff VD Very Dense N S.P.T. Value Wl Liquid LimitH Hard
CL H
CL H
Test Location: Refer to Figure 2Drill Rig
26/02/14 Logged by: MMSurface Level: Approx. +8.8mAHD
CL H
N>30
8, 30 at 100mm
V-Bit refusal at 5.5m
SPT
5,15,20
N=35
SPT
Job No: G17-P2014-010Hole No: BH1Sheet 1 of 2
CORELOG OF TEST HOLEClient: Lion Civil Pty LtdProject: Proposed DevelopmentProject Location: 29-35 Burlington Road, Homebush
Drill Model: Slope: 90o R.L. Surface: Existing
Barrel Type / Length: 1.5m Bearing: - Datum: -Drilling Information Rock Substance Rock Mass Defects
Met
hod
Cas
e - L
ift
Gro
undw
ater
Sam
ples
/
Fiel
d Te
sts
Dep
th (m
)
Gra
phic
Log
Substance Description Wea
ther
ing
EL VL
L
E
stim
ated
M H
S
treng
thV
HEH
Is(50) Mpa
A:Axial D:Diam-
etral 30 100
Def
ect
300
1000
S
paci
ng30
00 Defect Description Dep
th (m
)
3.6 3.6
3.7 3.7
3.8 3.8
3.9 3.9
4.0 4.0
4.1 4.1
4.2 4.2
4.3 4.3
4.4 4.4
4.5 4.5
4.6 4.6
4.7 4.7
4.8 4.8
4.9 4.9
5.0 5.0
5.1 5.1
5.2 5.2
5.3 5.3
5.4 5.4
5.5 See Borehole Log BH1 5.5
5.6 EW 5.6
5.7 5.77m, B=00, flat, smooth, clean 5.7
5.8 5.86m, B=00, flat, smooth, clean 5.8
5.9 5.89m, B=00, flat, smooth, clean 5.9
6.0 MW 6.0
6.1 6.1
6.2 6.16m to 6.23m, crushed zone 6.2
6.3 Is(A) 0.54 6.3
6.4 Is(D) 0.75 6.4
6.5 MW 6.5
6.6 to 6.6
6.7 SW 6.54m to 6.58m, crushed zone 6.7
6.8 6.8
6.9 6.9
7.0 7.0
7.1 7.1Key - Method Case - lift Weathering Strength Is (50) MPa
AS Auger Screwing Casing used Fr Fresh EL Extremely Low < 0.03AD Auger Drilling Barrel withdrawn water level SW Slightly weathered VL Very Low 0.03 - 0.1R Roller / Tricone date shown MW Moderately weathered L Low 0.1 - 0.3W Washbore Water inflow HW Highly weathered M Medium 0.3 - 1.0NMLC NMLC Core Drill Partial drilling water loss EW Extremely weathered H High 1.0 - 3.0NQ,HQ Wireline Core Drill Complete drilling water loss VH Very High 3.0 - 10.0
EH Extremely High >10.0
6.65m to 7.10m, 4 x B=00, flat, smooth, clean
SHALE, extremely low strength, grey, extremely weathered, very thinly laminated, highly fractured
SHALE, medium to high strength grey, moderately weathered, very thinly laminated, highly fractured to fractured
SHALE, mediume to high strength, grey, moderately to slightly weathered, very thinly laminated, highly fractured to fractured
NM
LC 1
00%
Rec
over
y
Hole Commenced: 26/02/2014Hole Completed: 26/02/2014Supervised by: MMChecked by: NM
6.00m to 6.07m, 3 x B=00, flat, smooth, clean
NM
LC 1
00%
Rec
over
yN
MLC
100
% R
ecov
ery
6.30m to 6.45m, 3 x B=00 to 200, flat, smooth, clean
6.51m, B=100, flat, smooth, clay infill 2mm
Job No: G17-P2014-010Hole No: BH1Sheet 2 of 2
CORELOG OF TEST HOLEClient: Lion Civil Pty LtdProject: Proposed DevelopmentProject Location: 29-35 Burlington Road, Homebush
Drill Model: Slope: 90o R.L. Surface: Existing
Barrel Type / Length: 1.5m Bearing: - Datum: -Drilling Information Rock Substance Rock Mass Defects
Met
hod
Cas
e - L
ift
Gro
undw
ater
Sam
ples
/
Fiel
d Te
sts
Dep
th (m
)
Gra
phic
Log
Substance Description Wea
ther
ing
EL VL
L
E
stim
ated
M H
S
treng
thV
HEH
Is(50) Mpa
A:Axial D:Diam-
etral 30 100
Def
ect
300
1000
S
paci
ng30
00 Defect Description Dep
th (m
)
7.2 SW 7.2
7.3 7.40m, B=00, flat, smooth, clean 7.3
7.4 7.4
7.5 7.53m, B=00, flat, smooth, clean 7.5
7.6 7.6
7.7 Is(A) 0.38 7.7
7.8 Is(D) 0.50 7.60m to 7.64m, clay seam 4mm 7.8
7.9 7.9
8.0 8.0
8.1 8.1
8.2 8.2
8.3 8.3
8.4 8.4
8.5 8.5
8.6 8.6
8.7 8.7
8.8 8.78m, B=00, flat, smooth, clean 8.8
8.9 8.9
9.0 8.95m, B=150, flat, smooth, clean 9.0
9.1 Is(A) 0.67 9.1
9.2 BH1 Terminated at 9.1m 9.2
9.3 9.3
9.4 9.4
9.5 9.5
9.6 9.6
9.7 9.7
9.8 9.8
9.9 9.9
10.0 10.0
10.1 10.1
10.2 10.2
10.3 10.3
10.4 10.4
10.5 10.5
10.6 10.6
10.7 10.7Key - Method Case - lift Weathering Strength Is (50) MPa
AS Auger Screwing Casing used Fr Fresh EL Extremely Low < 0.03AD Auger Drilling Barrel withdrawn water level SW Slightly weathered VL Very Low 0.03 - 0.1R Roller / Tricone date shown MW Moderately weathered L Low 0.1 - 0.3W Washbore Water inflow HW Highly weathered M Medium 0.3 - 1.0NMLC NMLC Core Drill Partial drilling water loss EW Extremely weathered H High 1.0 - 3.0NQ,HQ Wireline Core Drill Complete drilling water loss VH Very High 3.0 - 10.0
EH Extremely High >10.0
7.82m to 7.93m, 3 x B=00, flat, smooth, clean
NM
LC 1
00%
Rec
over
y
8.05m to 8.15m, 2 x B=00, flat, smooth, clean
8.37m to 8.54m, 4 x B=00, flat, smooth, clean
SHALE, medium to high strength, grey, slightly weathered, very thinly laminated, fractured to slightly fractured
Hole Commenced: 26/02/2014Hole Completed: 26/02/2014Supervised by: MMChecked by: NM
7.53m to 7.60m, J=800, flat, smooth, clean
Job No: G17
Hole No: BH2Sheet 1 of 2
ENGINEERING LOG OF DRILLED BOREHOLEClient: Lion CivilProject: Proposed Development Test Method: Project Location: 29-35 Burlington Road, Homebush Date:
Gro
undw
ater
Sam
ples
/
Fie
ld T
ests
Dep
th (
m)
Gra
phic
Log
Uni
fied
Cla
ssif
icat
ion
Description Moi
stur
e C
ondi
tion
Con
sist
ency
/R
el. D
ensi
ty
Additional Comments Dep
th (
m)
0.1 Concrete 0.1
0.2 0.2
0.3 Silty SAND, fine to medium grained, dark grey M 0.3
0.4 0.4
0.5 0.5
0.6 0.6
0.7 0.7
0.8 0.8
0.9 0.9
1.0 CLAY, high plasticity, light brown M 1.0
1.1 1.1
1.2 CLAY, high plasticity, red brown and grey M 1.2
1.3 1.3
1.4 1.4
1.5 1.5
1.6 1.6
1.7 1.7
1.8 1.8
1.9 1.9
2.0 2.0
2.1 M 2.1
2.2 2.2
2.3 2.3
2.4 2.4
2.5 2.5
2.6 2.6
2.7 2.7
2.8 2.8
2.9 2.9
3.0 3.0
3.1 3.1
3.2 3.2
3.3 3.3
3.4 3.4
3.5 3.5
Explanatory Notes:Consistency Density Index Samples MoistureVS Very Soft VL Very Loose B Bulk Sample D DryS Soft L Loose D Disturbed Sample M MoistF Firm MD Medium Dense U50 Undisturbed Sample W WetSt Stiff D Dense (50mm diam.) Wp Plastic LimitVSt Very Stiff VD Very Dense N S.P.T. Value Wl Liquid LimitH Hard
14,16,12
N=28
SPT
CH CLAY, medium to high plasticity, red brown and grey with traces of iron stained gravel
VSt-H
4,6,7 N=13
SPT CH VSt
CH VSt
SM S
Test Location: Refer to Figure 2Drill Rig
23/12/2015 Logged by: BBSurface Level:
Job No: G17
Hole No: BH2Sheet 2 of 2
ENGINEERING LOG OF DRILLED BOREHOLEClient: Lion CivilProject: Proposed Development Test Method: Project Location: 29-35 Burlington Road, Homebush Date:
Gro
undw
ater
Sam
ples
/
Fie
ld T
ests
Dep
th (
m)
Gra
phic
Log
Uni
fied
Cla
ssif
icat
ion
Description Moi
stur
e C
ondi
tion
Con
sist
ency
/R
el. D
ensi
ty
Additional Comments Dep
th (
m)
3.6 CLAY, low plasticity, light brown with traces of gravel M 3.6
3.7 3.7
3.8 3.8
3.9 3.9
4.0 4.0
4.1 4.1
4.2 CLAY, low to medium plasticity, grey M 4.2
4.3 4.3
4.4 4.4
4.5 4.5
4.6 4.6
4.7 4.7
4.8 4.8
4.9 CLAY, low to medium plasticity, dark grey M 4.9
5.0 5.0
5.1 5.1
5.2 5.2
5.3 5.3
5.4 No groundwater encountered 5.4
5.5 See Core Log BH2 5.5
5.6 5.6
5.7 5.7
5.8 5.8
5.9 5.9
6.0 6.0
6.1 6.1
6.2 6.2
6.3 6.3
6.4 6.4
6.5 6.5
6.6 6.6
6.7 6.7
6.8 6.8
6.9 6.9
7.0 7.0
Explanatory Notes:Consistency Density Index Samples MoistureVS Very Soft VL Very Loose B Bulk Sample D DryS Soft L Loose D Disturbed Sample M MoistF Firm MD Medium Dense U50 Undisturbed Sample W WetSt Stiff D Dense (50mm diam.) Wp Plastic LimitVSt Very Stiff VD Very Dense N S.P.T. Value Wl Liquid LimitH Hard
V-Bit refusal at 5.4m
8, 30 at 100mm N>30
SPT
CL H
N=36
SPT CL H5,15,21
Test Location: Refer to Figure 2Drill Rig
23/12/2015 Logged by: BBSurface Level: -
CL H
Job No: G29
Hole No: BH2
Sheet 1 of 3
CORELOG OF TEST HOLEClient: Lion CivilProject: Proposed DevelopmentProject Location: 29-35 Burlington Road, Homebush
Drill Model: Slope: 90o R.L. Surface: Existing
Barrel Type / Length: 1.5m Bearing: - Datum: -Drilling Information Rock Substance Rock Mass Defects
Met
hod
Cas
e -
Lif
t
Gro
undw
ater
Sam
ples
/
Fie
ld T
ests
Dep
th (
m)
Gra
phic
Log
Substance Description Wea
ther
ing
EL
VL
L
E
stim
ated
M H
S
tren
gth
VH
EH
Is(50)
Mpa A:Axial D:Diam-
etral 30 100
Def
ect
300
1000
S
paci
ng30
00
Defect Description Dep
th (
m)
3.6 3.6
3.7 3.7
3.8 3.8
3.9 3.9
4.0 4.0
4.1 4.1
4.2 4.2
4.3 4.3
4.4 4.4
4.5 4.5
4.6 4.6
4.7 4.7
4.8 4.8
4.9 4.9
5.0 5.0
5.1 5.1
5.2 5.2
5.3 5.3
5.4 5.4
5.5 See Borehole Log BH2 5.5
5.6 EW 5.6
5.7 5.79m, B=00, flat, smooth, clean 5.7
5.8 5.86m, B=00, flat, smooth, clean 5.8
5.9 5.89m, B=00, flat, smooth, clean 5.9
6.0 6.0
6.1 6.1
6.2 MW 6.2
6.3 6.3
6.4 6.4
6.5 MW 6.5
6.6 to 6.6
6.7 SW 6.7
6.8 6.8
6.9 6.9
7.0 7.0
7.1 7.1Key - Method Case - lift Weathering Strength Is (50) MPa
AS Auger Screwing Casing used Fr Fresh EL Extremely Low < 0.03AD Auger Drilling Barrel withdrawn water level SW Slightly weathered VL Very Low 0.03 - 0.1R Roller / Tricone date shown MW Moderately weathered L Low 0.1 - 0.3W Washbore Water inflow HW Highly weathered M Medium 0.3 - 1.0NMLC NMLC Core Drill Partial drilling water loss EW Extremely weathered H High 1.0 - 3.0NQ,HQ Wireline Core Drill Complete drilling water loss VH Very High 3.0 - 10.0
EH Extremely High >10.0
NM
LC
100
% R
ecov
ery 6.00m to 6.07m, B=00, flat, smooth,
clean
6.30m to 6.45m, 3 x B=00 to 200, flat, smooth, clean
NM
LC
100
% R
ecov
ery
SHALE, low to medium strength, grey, moderately to slightly weathered, very thinly laminated, highly fractured to fractured
6.51m, B=100, flat, smooth, clay infill 2mm
6.65m to 7.10m, 4 x B=00, flat, smooth, clean
SHALE, very low to low strength, grey, moderately weathered, very thinly laminated, highly fractured to fractured
Hole Commenced: 23/12/2015Hole Completed: 23/12/2015Supervised by: MMChecked by: NM
NM
LC
100
% R
ecov
ery SHALE, extremely low strength, grey, extremely
weathered, very thinly laminated, highly fractured
Job No: G17
Hole No: BH2
Sheet 2 of 3
CORELOG OF TEST HOLEClient: Lion CivilProject: Proposed DevelopmentProject Location: 29-35 Burlington Road, Homebush
Drill Model: Slope: 90o R.L. Surface: Existing
Barrel Type / Length: 1.5m Bearing: - Datum: -Drilling Information Rock Substance Rock Mass Defects
Met
hod
Cas
e -
Lif
t
Gro
undw
ater
Sam
ples
/
Fie
ld T
ests
Dep
th (
m)
Gra
phic
Log
Substance Description Wea
ther
ing
EL
VL
L
E
stim
ated
M H
S
tren
gth
VH
EH
Is(50)
Mpa A:Axial D:Diam-
etral 30 100
Def
ect
300
1000
S
paci
ng30
00
Defect Description Dep
th (
m)
7.2 7.2
7.3 SW 7.40m, B=00, flat, smooth, clean 7.3
7.4 7.4
7.5 7.53m, B=00, flat, smooth, clean 7.5
7.6 7.6
7.7 7.40m to 7.54m, clay seam 4mm 7.7
7.8 7.8
7.9 7.9
8.0 8.0
8.1 8.1
8.2 8.2
8.3 8.3
8.4 8.4
8.5 8.5
8.6 8.6
8.7 8.7
8.8 8.8
8.9 8.9
9.0 8.95m, B=00, flat, smooth, clean 9.0
9.1 9.1
9.2 9.2
9.3 9.3
9.4 9.4
9.5 9.5
9.6 9.6
9.7 9.7
9.8 9.8
9.9 9.9
10.0 10.0
10.1 10.1
10.2 10.2
10.3 10.3
10.4 10.4
10.5 10.5
10.6 10.6
10.7 10.7Key - Method Case - lift Weathering Strength Is (50) MPa
AS Auger Screwing Casing used Fr Fresh EL Extremely Low < 0.03AD Auger Drilling Barrel withdrawn water level SW Slightly weathered VL Very Low 0.03 - 0.1R Roller / Tricone date shown MW Moderately weathered L Low 0.1 - 0.3W Washbore Water inflow HW Highly weathered M Medium 0.3 - 1.0NMLC NMLC Core Drill Partial drilling water loss EW Extremely weathered H High 1.0 - 3.0NQ,HQ Wireline Core Drill Complete drilling water loss VH Very High 3.0 - 10.0
EH Extremely High >10.0
NM
LC
100
% R
ecov
ery
7.82m to 7.93m, 3 x B=00, flat, smooth, clean
8.05m to 8.54m, 2 x B=00, flat, smooth, clean
SHALE, medium to high strength, grey, slightly weathered, very thinly laminated, fractured to slightly
Hole Commenced: 23/12/2015Hole Completed: 23/12/2015Supervised by: MMChecked by: NM
Job No: G17
Hole No: BH2
Sheet 3 of 3
CORELOG OF TEST HOLEClient: Lion CivilProject: Proposed DevelopmentProject Location: 29-35 Burlington Road, Homebush
Drill Model: Slope: 90o R.L. Surface: Existing
Barrel Type / Length: 1.5m Bearing: - Datum: -Drilling Information Rock Substance Rock Mass Defects
Met
hod
Cas
e -
Lif
t
Gro
undw
ater
Sam
ples
/
Fie
ld T
ests
Dep
th (
m)
Gra
phic
Log
Substance Description Wea
ther
ing
EL
VL
L
E
stim
ated
M H
S
tren
gth
VH
EH
Is(50)
Mpa A:Axial D:Diam-
etral 30 100
Def
ect
300
1000
S
paci
ng30
00
Defect Description Dep
th (
m)
10.8 10.8
10.9 SW 10.9
11.0 11.0
11.1 11.1
11.2 11.2
11.3 11.3
11.4 11.4
11.5 11.5
11.6 11.6
11.7 11.71m, B=00, flat, smooth, clean 11.7
11.8 11.8
11.9 11.9
12.0 12.0
12.1 12.1
12.2 12.2
12.3 12.3
12.4 12.4
12.5 12.5
12.6 12.62m, B=00, flat, smooth, clean 12.6
12.7 12.7
12.8 12.8
12.9 12.9
13.0 13.0
13.0 13.0
13.2 13.2
13.3 13.3
13.4 13.4
13.5 13.5
13.6 13.6
13.7 13.7
13.8 13.8
13.9 13.9
14.0 14.0
14.1 BH2 Terminated at 14.0m 14.1
14.2 14.2
14.3 14.3Key - Method Case - lift Weathering Strength Is (50) MPa
AS Auger Screwing Casing used Fr Fresh EL Extremely Low < 0.03AD Auger Drilling Barrel withdrawn water level SW Slightly weathered VL Very Low 0.03 - 0.1R Roller / Tricone date shown MW Moderately weathered L Low 0.1 - 0.3W Washbore Water inflow HW Highly weathered M Medium 0.3 - 1.0NMLC NMLC Core Drill Partial drilling water loss EW Extremely weathered H High 1.0 - 3.0NQ,HQ Wireline Core Drill Complete drilling water loss VH Very High 3.0 - 10.0
EH Extremely High >10.0
NM
LC
100
% R
ecov
ery
Hole Commenced: 23/12/2015Hole Completed: 23/12/2015Supervised by: MMChecked by: NM
SHALE, medium to high strength, grey, slightly weathered, very thinly laminated, fractured to slightly
Soil Sand
Bituminous ConcreteClayey Sand
ConcreteSilty Sand
Topsoil
GravelFill
Sandy GravelPeat
ClaySedimentary Rock
Silty Clay Sandstone Coarse Grained
Silt Sandstone Fine Grained
Sandy Clay Siltstone
Gravelly Clay Laminite
Shaly Clay Shale
Clayey Silt Coal
Sandy Silt Limestone
GRAPHIC SYMBOLS FOR SOIL AND ROCK
ACN 069 211 561
Unit 12/9-15 Gundah Road
Mount Kuring-gai NSW 2080
Phone: (02) 8438 0300
Fax: (02) 8438 0310
Email: [email protected]
Web: www.netgeo.com.au
Point Load Strength Index Test ReportG09/1306_PL
Client: Benviron Group Accredited for compliance with ISO/IEC 17025
Project: G11 Approved Signatory: Chris Stabb
Consultant
Job No: G09/1306 10/03/2014
Test Request No: NA
THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL
Sample Details
Sampled By: Client Air dried conditon from field
Date Sampled: 6/03/2014 As received
Test Results
Date of Test: 10/03/2014 AS 4133 4.1
Diam Width
Comments
Failure Mode
1= Fracture through fabric oblique to bedding 4= Fracture through rock mass:
2= Fracture along bedding (J) Joint plane, (M) Microfracture, (F) Follation, (V) Vein
3= Fracture through rock mass 5= Partial fracture or chip (invalid result)
Point Load
Strength
Index
Is(50) (Mpa)
Load at
Failure
(kN)
Test
Orientation
Failure
Mode
Test Method:
Sampling Method:
Lithology
Sample History:
Report Number:
Point Load
Strength
Is (Mpa)
0.552
0.54
Sample SourceSample
No.
Issue Number: 1
Mount Kuring-gai
Laboratory 1318
Date of Issue:
Size of Specimen
(mm)
0.38
0.50
1.06
0.74
Diametral 0.49 0.75
51.77
Diametral
Axial 0.98
0.42
0.67
25.62
24.07
29.44
51.71
27.51
51.48
51.75
51.87
G35781
G35781
G35782
ShaleG35780
G35780 Shale
BH1 - 6.3
BH1 - 6.3
0.39
BH1 - 9.0
BH1 - 7.7
BH1 - 7.7 Shale 28.92
Axial
Axial 2
2
Shale
Shale
0.60
0.36
2
2 0.50
Document No: RP315 Version No: 3 16/01/14 Page 1 of 1
Job No: G17
Core Box Photographs
Lion Civil Pty Ltd
Proposed Development
29-35 Burlington Road, Homebush
February 2014
BH1: 5.50m to 9.10m
GSPublisherVersion 0.0.100.96
A1150DRAWING NUMBER
DA AISSUE
1:200
DRAWING NAME
STREETSCAPE ANALYSIS
HOMEBUSH PROJECT DEVELOPMENTS
27/11/2015
PRO
JECT
NU
MBE
R
08.1
4
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
SCALE: DATE: CAD FILE NUMBER:
CLIENT:
PROJECT:ARCHITECT:
PLANNING:BCA:HYDRAULIC:ACOUSTIC:TRAFFIC:ACCESS:
29-35 BURLINGTON RD, HOMEBUSH
QUANTITY SURVEY: WASTE MANAGEMENT:HERITAGE:LANDSCAPING :GEOTECHNICAL:BASIX:
JU GAMO
0 1 2 5 10M
N© COPYRIGHT
DO NOT SCALE DWGS. USE DIMENSIONSONLY. REFER ANY DISCREPANCIES TOARCHITECT PRIOR TO CONSTRUCTION.
THESE DRAWINGS ARE SUBJECT TOCOPYRIGHT.
FOR DA PURPOSES ONLYNOT FOR CONSTRUCTION
Dra
win
g O
rigin
al S
ize
A1
Issu
eD
ate
Des
crip
tion
D A T. +612 9744 7035 | E . office@ ghazia.c o mA C N : 67 167 131 838
DA
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SCALE 1:200
UNIT 2 , 14 RAILWAY PARADE ,B U R W O O D N S W 2134
TRAFFIXA:SUITE 3.08 46a Macleay Street Potts PointNSW 2011 | PO Box Potts Point NSW 1035t: +61 2 8324 8700
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EXISTING GROUND LEVEL
ROCHESTERSTREET
37-39 BURLINGTON RD 29-35 BURLINGTON RD41 BURLINGTON RD 25-27 BURLINGTON RD 39 ROCHESTER ST
11m HEIGHT LIMIT
16m HEIGHT LIMIT
BO
UN
DA
RY
BO
UN
DA
RY
EAST ELEVATION @ 1:200
APPROVED DA 195/2
011
(SUBJECT TO S96)
PROPOSED DADA 195/2011
DA
GSPublisherVersion 0.0.100.96
A1250DRAWING NUMBER
DA AISSUE
1:200
DRAWING NAME
BASEMENT 4
HOMEBUSH PROJECT DEVELOPMENTS
27/11/2015
PRO
JECT
NU
MBE
R
08.1
4
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
SCALE: DATE: CAD FILE NUMBER:
CLIENT:
PROJECT:ARCHITECT:
PLANNING:BCA:HYDRAULIC:ACOUSTIC:TRAFFIC:ACCESS:
29-35 BURLINGTON RD, HOMEBUSH
QUANTITY SURVEY: WASTE MANAGEMENT:HERITAGE:LANDSCAPING :GEOTECHNICAL:BASIX:
JU GAMO
0 1 2 5 10M
N© COPYRIGHT
DO NOT SCALE DWGS. USE DIMENSIONSONLY. REFER ANY DISCREPANCIES TOARCHITECT PRIOR TO CONSTRUCTION.
THESE DRAWINGS ARE SUBJECT TOCOPYRIGHT.
FOR DA PURPOSES ONLYNOT FOR CONSTRUCTION
Dra
win
g O
rigin
al S
ize
A1
Issu
eD
ate
Des
crip
tion
D A T. +612 9744 7035 | E . office@ ghazia.c o mA C N : 67 167 131 838
DA
27/1
1/20
15A
SCALE 1:200
UNIT 2 , 14 RAILWAY PARADE ,B U R W O O D N S W 2134
TRAFFIXA:SUITE 3.08 46a Macleay Street Potts PointNSW 2011 | PO Box Potts Point NSW 1035t: +61 2 8324 8700
WILLANA ASSOCIATESRandwick NSW 2037 | PO BOX NSW 170t: +61 2 9399 6500
VIPAC ENGINEERS AND SCIENTISTS2 Sirius Road, Lane Cove, NSW 2066t: +61 2 9422 4230
SGC CONSULTANTS PTY LIMITEDa: suite 113, Bldg A, Level 1, 20 LexingtonDrive, Bella Vista, NSW 2153 |t: +612 88834239 f: +612 96726977 w:www.sgce.com.au
Elephants Foot Recycling SolutionsSuite 29, Level 8 | 320 Adelaide Street |Brisbane QLD 4000
m: 04 3799 5916 f: 61+ 02 9707 2588 w:www.elephantsfoot.com.au
MMDCSuite 5/101 George St Parramatta NSW2150t: +61 2 9633 9233
CONZEPT LANDSCAPE ARCHITECTSSuite 101, 506 Miller Street, CammerayNSW 2062t: +61 2 9922 5312w: www.conzept.net.au
920
920
920
920
216 217 218 219 220 221
222223
224225
226
227
175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198
228 229 230
16
x 18
8 =
3,00
0
1 2 3 4 5 6 7
8
9101112131415
16 x 188 = 3,000
1234567
8
9101112131415
199200201202203204205206207208209210211212213214215 16 x 188 = 3,000
1 2 3 4 5 6 7
8
9101112131415
174
16 x 188 = 3,000
1 2 3 4 5 6 7
8
9101112131415
231
232
233
234
235
236
237
33 33 33 33 33 33 33 33
A
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
D G
G
H
H
I
I
A
A B
B
E
E
F
F
11
22
5 5
D
D G
G
H
H
I
I
G
G
H
H
I
I
G
G
H
H
I
I
6,165 5,199 15,460 6,126 5,874 9,835 6,300 14,790 21,250 30,902
500 14,600 4,250 29,274 200500
200 3,950 200 2,200 200 8,876 2,800 14,000 40,170
3,00
018
,136
9,39
72,
926
9,21
13,
050
724
11,5
652,
600
4,87
16,
600
2,60
02,
259
2,70
09,
000
2,80
1
2,99
918
,136
9,39
72,
926
9,21
13,
050
724
23,6
986,
557
2,20
020
09,
540
2,80
0
6,165 5,199 15,460 6,126 5,874 9,835 6,300 14,790 21,250 30,920
500 7,620 5,204 2,800 10,688 48,887 6,050 40,170
-3.30
-3.30
-3.30
-3.30
STORMWATER CULVERT
STORM
WATER
EASEMEN
T
BURLIN
GTO
N RO
AD
FOR SHORING DETAILSREFER TO STRUCTURAL
ENGINEERS DWG'S
FOR SHORING DETAILSREFER TO STRUCTURAL
ENGINEERS DWG'S
MIRROR
FIREEXIT
FIREEXIT
FOR SHORING DETAILSREFER TO STRUCTURAL
ENGINEERS DWG'S
STORE
FIREEXIT
1500 LIFT
1500
1500
LIFT
LIFT
LIFT
FIREEXIT
GIVEW
AY
CONVEXMIRROR
CONVEXMIRROR
CONVEXMIRROR
CONVEXMIRROR
STORE
STORE
STORE
STO
RE
CAR WASH BAY /SERVICE BAY
STORE
BOUNDARY
BOU
ND
ARY
BOUNDARY
BOU
ND
ARY
BOU
ND
ARY
BOU
ND
ARY
BASEMENT 4
RAMP2m @ 1:8
16.25m @ 1:6,5
RAMP16.25m @ 1:6,5
RAMP2m @ 1:8
AA1
AA1
BB
1B
B1
AA
AA
BB
BB
LIFT
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
BASEMENT 04 @ 1:200
GSPublisherVersion 0.0.100.96
A 1211DRAWING NUMBER
DA AISSUE
1:200
DRAWING NAME
LEVEL 08 - SUBJECT TO DAAPPROVAL
HOMEBUSH PROJECT DEVELOPMENTS
27/11/2015
PRO
JECT
NU
MBE
R
08.1
4
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
SCALE: DATE: CAD FILE NUMBER:
CLIENT:
PROJECT:ARCHITECT:
PLANNING:BCA:HYDRAULIC:ACOUSTIC:TRAFFIC:ACCESS:
29-35 BURLINGTON RD, HOMEBUSH
QUANTITY SURVEY: WASTE MANAGEMENT:HERITAGE:LANDSCAPING :GEOTECHNICAL:BASIX:
JU GAMO
0 1 2 5 10M
N© COPYRIGHT
DO NOT SCALE DWGS. USE DIMENSIONSONLY. REFER ANY DISCREPANCIES TOARCHITECT PRIOR TO CONSTRUCTION.
THESE DRAWINGS ARE SUBJECT TOCOPYRIGHT.
FOR DA PURPOSES ONLYNOT FOR CONSTRUCTION
Dra
win
g O
rigin
al S
ize
A1
Issu
eD
ate
Des
crip
tion
D A T. +612 9744 7035 | E . office@ ghazia.c o mA C N : 67 167 131 838
DA
27/1
1/20
15A
SCALE 1:200
UNIT 2 , 14 RAILWAY PARADE ,B U R W O O D N S W 2134
TRAFFIXA:SUITE 3.08 46a Macleay Street Potts PointNSW 2011 | PO Box Potts Point NSW 1035t: +61 2 8324 8700
WILLANA ASSOCIATESRandwick NSW 2037 | PO BOX NSW 170t: +61 2 9399 6500
VIPAC ENGINEERS AND SCIENTISTS2 Sirius Road, Lane Cove, NSW 2066t: +61 2 9422 4230
SGC CONSULTANTS PTY LIMITEDa: suite 113, Bldg A, Level 1, 20 LexingtonDrive, Bella Vista, NSW 2153 |t: +612 88834239 f: +612 96726977 w:www.sgce.com.au
Elephants Foot Recycling SolutionsSuite 29, Level 8 | 320 Adelaide Street |Brisbane QLD 4000
m: 04 3799 5916 f: 61+ 02 9707 2588 w:www.elephantsfoot.com.au
MMDCSuite 5/101 George St Parramatta NSW2150t: +61 2 9633 9233
CONZEPT LANDSCAPE ARCHITECTSSuite 101, 506 Miller Street, CammerayNSW 2062t: +61 2 9922 5312w: www.conzept.net.au
2100
-268
521
00-2
350
2400-31182400-31182400-21712400-2171
2100-1800
2100
-359
9
850
2800
-534
4
2800-1800
2100-35992100-3599
2100-5344
2100
-300
021
00-3
000
920
850
2100-2171
2100-3599
850
920
850
850
9202100-4213820
850850
850
850
2100-3599
820
820
820
820
820
850 850
820
820 820 820820 820
820
820
820
820
820
820
850
850
850
850
820
820
820
820
820
820
820
820
33 33 33 33 33 33 33 33
A
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
D
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 15
A
A B
B
E
E
F
F
11
22
5 5
D
D
16
x 18
8 =
3,00
0
1234567
8
9101112131415
16 x 188 = 3,000
1234567
8
9 10 11 12 13 14 15
A
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
D G
G
H
H
I
I
A
A B
B
E
E
F
F
11
22
5 5
D
D G
G
H
H
I
I
G
G
H
H
I
I
G
G
H
H
I
I
AA1
AA1
BB
1B
B1
AA
AA
BB
BB
6,165 5,199 15,460 6,126 5,874 9,835 6,300 14,790 21,250 30,902
3,00
018
,136
9,39
72,
926
9,21
13,
050
32,324 200 13,700 200 2,235 200 7,015 200 4,738 200 3,980 200 13,831 200 8,750 200 1,950 31,796
2,99
920
01,
800
200
10,6
9020
05,
336
200
8,70
720
08,
309
2,93
43,
945
3,00
020
012
,690
200
5,04
62,
100
200
4,80
020
05,
023
200
8,81
120
03,
050
2,99
918
,136
9,39
72,
926
9,21
13,
050
6,165 5,199 15,460 6,126 5,874 9,835 6,300 14,790 21,250 30,920
9,164 2,200 15,460 5,500 200 6,300 200 6,300 200 7,236 200 2,000 250664
200 5,726 200 7,550 200 8,114 200 9,910 200 2,000 31,746
34.30
34.30
34.30
16.33 m2
11.00 m2
13.08 m2 13.81 m2
15.66 m2
12.80 m2
14.78 m2
8.81 m2 8.27 m2
37-39 HOMEBUSH RD 33 THE CRESCENT
31 THE CRESCENT
25 HOMEBUSH RD
FHR
1500
LIFT
FHR
FIREEXIT
LIFT
FHR BINS
1500LIFT
CHUTE04
BALCONY
L'DRY
12.00 m2
12.00 m2
12.00 m2
BALCONY
BALCONY
BALCONY
BALCONY
BALCONY
BALCONY
BALCONY BALCONY
BALCONY
SKYLIGHT
SKYLIGHT SKYLIGHT
BALCONY BALCONY
KITCHEN
LIVING/DINING
STORE
ROBE
ROBE
BED 1ENS.
DINING
KITCHEN
BED 2
BATH
L'DRY
LIVING
STORE
STO
RE
STOREROBE
BED
LIVING/DINING KITCHEN
BATHROOM
L'DRY
STO
RAG
E
STORE
ROBEROBE
L'DRY
BED 2
KITCHEN
BED 1
LIVING/DINING
BATH
ENS.
STORAGE
STORE
STORAGE
STO
RE
ROBE ROBE
LIVING
KITCHEN BED 2 BED 1
L'DRY BATH ENS.
STO
RE
DINING
STO
REST
ORE
BED 1
KITCHEN
LIVING/DINING
BATH
STO
RE
ROBE
ROBE
STO
RAG
E
STUDY
L'DRY
STORAGE
ROBE
LIVING
BEDL'DRY
BATH
KITCHEN
DINING
STORE
STORE
BOUNDARY
BOU
ND
ARY
BOUNDARY
BOU
ND
ARY
BOU
ND
ARY
BOU
ND
ARY
ROBE
BED 2 BED 1
KITCHEN
LIVING/DINING
L'DRY
ENSUITE
ROBE
STORE
ROBE
BED 2
KITCHEN
LIVING/DINING
BATH
ROBE
BED 1
ENS.
L'D
RY
STORE
STO
RE
STORE
OUTLINE OF THEBUILDING BELOW
OU
TLIN
E O
F TH
EBU
ILD
ING
BEL
OW
OU
TLIN
E O
F TH
EBU
ILD
ING
BEL
OW
BATH
ROBE
WIR
WIR
L'D
RYST
ORESKYLIGHT
SKYLIGHT
8073 BED
91.68 m2
8011 BED
61.35 m2
8022 BED
85.60 m2
8032 BED
83.61 m2
8042 BED
77.80 m2
8052 BED
89.71 m2
8092 BED
78.42 m2
8101 BED
65.85 m2
8061 BED
58.09 m2
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
CHUTE02
CHUTE03
BATHROOM
LEVEL 08 @ 1:200
GSPublisherVersion 0.0.100.96
A 1212DRAWING NUMBER
DA AISSUE
1:200
DRAWING NAME
ROOF PLAN - SUBJECT TO DAAPPROVAL
HOMEBUSH PROJECT DEVELOPMENTS
27/11/2015
PRO
JECT
NU
MBE
R
08.1
4
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
SCALE: DATE: CAD FILE NUMBER:
CLIENT:
PROJECT:ARCHITECT:
PLANNING:BCA:HYDRAULIC:ACOUSTIC:TRAFFIC:ACCESS:
29-35 BURLINGTON RD, HOMEBUSH
QUANTITY SURVEY: WASTE MANAGEMENT:HERITAGE:LANDSCAPING :GEOTECHNICAL:BASIX:
JU GAMO
0 1 2 5 10M
N© COPYRIGHT
DO NOT SCALE DWGS. USE DIMENSIONSONLY. REFER ANY DISCREPANCIES TOARCHITECT PRIOR TO CONSTRUCTION.
THESE DRAWINGS ARE SUBJECT TOCOPYRIGHT.
FOR DA PURPOSES ONLYNOT FOR CONSTRUCTION
Dra
win
g O
rigin
al S
ize
A1
Issu
eD
ate
Des
crip
tion
D A T. +612 9744 7035 | E . office@ ghazia.c o mA C N : 67 167 131 838
DA
27/1
1/20
15A
SCALE 1:200
UNIT 2 , 14 RAILWAY PARADE ,B U R W O O D N S W 2134
TRAFFIXA:SUITE 3.08 46a Macleay Street Potts PointNSW 2011 | PO Box Potts Point NSW 1035t: +61 2 8324 8700
WILLANA ASSOCIATESRandwick NSW 2037 | PO BOX NSW 170t: +61 2 9399 6500
VIPAC ENGINEERS AND SCIENTISTS2 Sirius Road, Lane Cove, NSW 2066t: +61 2 9422 4230
SGC CONSULTANTS PTY LIMITEDa: suite 113, Bldg A, Level 1, 20 LexingtonDrive, Bella Vista, NSW 2153 |t: +612 88834239 f: +612 96726977 w:www.sgce.com.au
Elephants Foot Recycling SolutionsSuite 29, Level 8 | 320 Adelaide Street |Brisbane QLD 4000
m: 04 3799 5916 f: 61+ 02 9707 2588 w:www.elephantsfoot.com.au
MMDCSuite 5/101 George St Parramatta NSW2150t: +61 2 9633 9233
CONZEPT LANDSCAPE ARCHITECTSSuite 101, 506 Miller Street, CammerayNSW 2062t: +61 2 9922 5312w: www.conzept.net.au
33 33 33 33 33 33 33 33
A
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
DA
A B
B
E
E
F
F
11
22
5 5
D
D G
G
H
H
I
I
A
A B
B
E
E
F
F
11
22
5 5
D
D G
G
H
H
I
I
G
G
H
H
I
I
G
G
H
H
I
I
AA1
AA1
BB
1B
B1
AA
AA
BB
BB
6,165 5,199 15,460 6,126 5,874 9,835 6,300 14,790 21,250 30,920
3,00
05,
925
7,16
55,
336
1,80
910
,223
9,21
13,
050
3,00
018
,136
9,39
72,
926
9,21
13,
050
2,99
927
,533
15,1
88
6,165 5,199 15,460 6,126 5,874 9,835 6,300 14,790 21,250 30,902
9,164 39,495 3,082 18,295 18,136 33,746
2,99
918
,136
9,39
72,
926
9,21
13,
050
7,620 2,744 1,000 15,460 12,000 6,500 9,936 5,700 8,790 6,942 8,025 3,457 33,746
37.30
38.10
38.10
38.10
37-39 HOMEBUSH RD 33 THE CRESCENT
31 THE CRESCENT
25 HOMEBUSH RD
SKYLIGHT
SKYLIGHT SKYLIGHT
BOUNDARY
BOU
ND
ARY
BOUNDARY
BOU
ND
ARY
BOU
ND
ARY
BOU
ND
ARY
OUTLINE OF THEBUILDING BELOW
OU
TLIN
E O
F TH
EBU
ILD
ING
BEL
OW
OU
TLIN
E O
F TH
EBU
ILD
ING
BEL
OW
SKYLIGHT
SKYLIGHT
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
C
C
4 4
ROOF PLAN @ 1:200
GSPublisherVersion 0.0.100.96
A1700DRAWING NUMBER
DA AISSUE
1:200
DRAWING NAME
SECTIONS
HOMEBUSH PROJECT DEVELOPMENTS
27/11/2015
PRO
JECT
NU
MBE
R
08.1
4
DRAWN BY: CHECKED 1: CHECKED 2: APPROVED:
SCALE: DATE: CAD FILE NUMBER:
CLIENT:
PROJECT:ARCHITECT:
PLANNING:BCA:HYDRAULIC:ACOUSTIC:TRAFFIC:ACCESS:
29-35 BURLINGTON RD, HOMEBUSH
QUANTITY SURVEY: WASTE MANAGEMENT:HERITAGE:LANDSCAPING :GEOTECHNICAL:BASIX:
JU GAMO
0 1 2 5 10M
N© COPYRIGHT
DO NOT SCALE DWGS. USE DIMENSIONSONLY. REFER ANY DISCREPANCIES TOARCHITECT PRIOR TO CONSTRUCTION.
THESE DRAWINGS ARE SUBJECT TOCOPYRIGHT.
FOR DA PURPOSES ONLYNOT FOR CONSTRUCTION
Dra
win
g O
rigin
al S
ize
A1
Issu
eD
ate
Des
crip
tion
D A T. +612 9744 7035 | E . office@ ghazia.c o mA C N : 67 167 131 838
DA
27/1
1/20
15A
SCALE 1:200
UNIT 2 , 14 RAILWAY PARADE ,B U R W O O D N S W 2134
TRAFFIXA:SUITE 3.08 46a Macleay Street Potts PointNSW 2011 | PO Box Potts Point NSW 1035t: +61 2 8324 8700
WILLANA ASSOCIATESRandwick NSW 2037 | PO BOX NSW 170t: +61 2 9399 6500
VIPAC ENGINEERS AND SCIENTISTS2 Sirius Road, Lane Cove, NSW 2066t: +61 2 9422 4230
SGC CONSULTANTS PTY LIMITEDa: suite 113, Bldg A, Level 1, 20 LexingtonDrive, Bella Vista, NSW 2153 |t: +612 88834239 f: +612 96726977 w:www.sgce.com.au
Elephants Foot Recycling SolutionsSuite 29, Level 8 | 320 Adelaide Street |Brisbane QLD 4000
m: 04 3799 5916 f: 61+ 02 9707 2588 w:www.elephantsfoot.com.au
MMDCSuite 5/101 George St Parramatta NSW2150t: +61 2 9633 9233
CONZEPT LANDSCAPE ARCHITECTSSuite 101, 506 Miller Street, CammerayNSW 2062t: +61 2 9922 5312w: www.conzept.net.au
A
A
B
B
C
C
E
E
F
F
G
G
H
H
I
I
D
D
F
F
E
E
D
D
C
C
B
B
A
A
I
I
I
I
I
I
H
H
H
H
H
H
G
G
G
G
G
G
F
F
F
F
F
F
F
F
F
F
F
F
E
E
E
E
E
E
E
E
E
E
E
E
D
D
D
D
D
D
D
D
D
D
D
D
C
C
C
C
C
C
C
C
C
C
C
C
B
B
B
B
B
B
B
B
B
B
B
B
A
A
A
A
A
A
A
A
A
A
A
A
21,250 14,790 6,300 9,835 5,874 6,126 15,460 5,199
3,00
03,
000
3,00
04,
600
3,00
03,
000
3,00
03,
000
3,00
03,
000
3,00
03,
000
3,00
0
3,00
03,
000
3,00
03,
000
1,60
0
-3.30
-0.30
+2.70
+5.70
+8.70
+10.30
+13.30
+16.30
+19.30
+22.30
+25.30
+28.30
+31.30
+34.30
+37.30+38.10+38.10
2,200
+10.30
+25.30
+31.30+32.10
+26.40
+13.30
+37.30
3,00
03,
000
3,00
03,
000
3,00
03,
000
3,00
03,
000
3,00
03,
000
+34.10
+32.30+31.30
NGL +9.20NGL +8.71
NGL +8.44
NGL +8.51
EXISTING GROUND LEVEL
BO
UN
DA
RY
BO
UN
DA
RY
3,00
03,
000
3,00
02,
800
200
1,60
0
G RL. 10.300
RL. 13.300
RL. 16.300
1
2
3RL. 19.300
RL. 22.3004
GROUND LEVEL
LEVEL 02
LEVEL 03
LEVEL 01
LEVEL 04
LEVEL 05RL. 25.300
5
LEVEL 06RL. 28.300
6
BASEMENT LEVEL 01 RL. 5.700B1
BASEMENT LEVEL 02 RL. 2.700B2
BASEMENT LEVEL 03 RL. -0.300B3
LEVEL 07RL. 31.300
7
ROOF LEVELRRL. 37.300
LEVEL 088RL. 34.300
BASEMENT LEVEL 04 RL. -3.300B4
5
5
4
4
3
3
2
2
1
1
5
5
4
4
3
3
2
2
1
1
5
5
5
5
5
5
5
5
5
5
5
5
4
4
4
4
4
4
4
4
4
4
4
4
3
3
3
3
3
3
3
3
3
3
3
3
2
2
2
2
2
2
2
2
2
2
2
2
1
1
1
1
1
1
1
1
1
1
1
1
18,136 9,397 2,926 9,211
3,00
03,
000
3,00
04,
600
3,00
03,
000
3,00
03,
000
3,00
03,
000
3,00
03,
000
3,00
0
+31.30
+28.30
+25.30
+22.30
+19.31
+16.30
+13.30
+10.30
+5.70
+2.70
-3.30
-0.30
3,00
03,
000
3,00
03,
000
1,40
03,
200
3,00
03,
000
3,00
03,
000
3,00
03,
000
3,00
03,
000
2,400
+37.30+38.10
+10.30 +10.20
+34.30
+37.30
+25.50
+26.40
+8.70
+26.30
NGL +8.36 NGL +8.52 NGL +8.71
EXISTING GROUND LEVEL
BO
UN
DA
RY
BO
UN
DA
RY
G RL. 10.300
RL. 13.300
RL. 16.300
1
2
3RL. 19.300
RL. 22.3004
GROUND LEVEL
LEVEL 02
LEVEL 03
LEVEL 01
LEVEL 04
LEVEL 05RL. 25.300
5
LEVEL 06RL. 28.300
6
BASEMENT LEVEL 01 RL. 5.700B1
BASEMENT LEVEL 02 RL. 2.700B2
BASEMENT LEVEL 03 RL. -0.300B3
LEVEL 077RL. 31.300
ROOF LEVELRRL. 37.300
LEVEL 088RL. 34.300
BASEMENT LEVEL 04 RL. -3.300B4
SEC TION AA @ 1:200
SEC TION BB @ 1:200 SUBJECT TO DA APPROVAL
APPROVED DA 2011/1
95
APPROVED DA 2011/1
95
PROPOSED DADA 2011/195
PROPOSED DADA 2011/195