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FS 604853
Douglas Partners Pty Ltd ABN 75 053 980 117
www.douglaspartners.com.au
96 Hermitage Road
West Ryde NSW 2114
PO Box 472
West Ryde NSW 1685
Phone (02) 9809 0666
Brisbane • Cairns • Canberra • Central Coast • Coffs Harbour • Darwin • Geelong • Gold Coast • Macarthur • Melbourne Newcastle • North West Sydney • Perth • Port Macquarie • Sunshine Coast • Sydney • Townsville • Wollongong
AMP Capital Shopping Centres Pty Limited Project 85160.08
50 Bridge Street 17 July 2020
Sydney NSW 2000 R.003.Rev0
LJH
Attention: C/- Trevor Battle, TCB Project Management
Email: [email protected]
Preliminary Report on Geotechnical Impact on Rail Infrastructure
Macquarie Town Centre - Corner Podium Development
Waterloo Road, Macquarie Park
1. Introduction
This letter sets out the likely impact that the proposed Macquarie Town Centre - Corner Podium
Development may have on the adjacent rail infrastructure.
The Macquarie Centre is located between the corners of Waterloo Road, Herring Road, and Talavera
Road, Macquarie Park. The Sydney Metro railway tunnels run below Waterloo Road, adjacent to the
southern site boundary. The Macquarie University railway station is located below Waterloo Road, near
the south western corner of the site. In addition, the station east service shaft is located on the south-
west boundary of the site.
It is understood that the proposed redevelopment of the Corner Podium site will include demolition and
the construction of a four-storey retail building “Station Plaza” with a partial basement retail level and
underlying basement car park level. A new car park ramp is to be located on the southern boundary of
the Podium Development. Some limited excavation and new foundations will be located within the rail
second reserve.
DP undertook 3D numerical modelling for a much more substantial development proposal in 2017 where
the shopping centre was directly linking to the station concourse level. The previous development
proposed included significant excavation in the first and second rail reserves. The current proposal
includes no excavation or new footings in the first reserve, with only minor excavation (with some back
filling) and a limited number of new footings in the second reserve.
2. References
The following reports/drawings was used for this study:
• DP Report SSI/1-6266 (December 1978) – Report on Excavation Conditions for the Proposed
Macquarie Centre at North Ryde.
Page 2 of 5
Macquarie Town Centre - Corner Podium Development 85160.08.R.003.Rev0 Waterloo Road, Macquarie Park July 2020
• DP Report SSI/1-6324 (April 1979) – Supplementary Report on Foundation Conditions for the
Proposed Macquarie Centre at North Ryde .
• DP Report 85160.08.R.001.Rev1 (July 2020) – Report on Geotechnical Assessment for the
Macquarie Town Centre Corner Podium Development.
• Structural Statement by BG&E for the Development Application Submission (draft, dated 23 June
2020.
• Structural Presentation to Sydney Metro by BG&E (includes plans and sections of proposed works
near the rail infrastructure).
3. Geology
The geology at the site has been interpreted from the borehole information, detailed in DP’s
Geotechnical Desktop Study Report 85160.08.R.001.Rev1, Geotechnical Investigation Report
85160.03.R.001.Rev1 and the GHD boreholes SH110 and SH111. The interpreted geological profile is
summarised in Table 1.
Table 1: Ground Profile from Borehole 1 (DP Report 85160.03.R.001.Rev1)
Stratum Description RL to Top of
Stratum (m)
Depth to Top
of Stratum (m)
1
Filling: dark grey road base gravel to a depth of
0.15 m, followed by brown medium to coarse grained
sand with crushed sandstone gravel and a trace of
clay.
Ground Surface Ground Surface
2 Sandstone: low to medium strength, moderately
weathered, brown, medium grained sandstone. 50.5 2.5
3
Sandstone: medium strength, moderately weathered,
fractured to slightly fractured, pale grey-brown
medium to coarse grained sandstone with some
extremely low strength bands.
50.0 3.0
4
Sandstone: high strength, moderately weathered to
fresh, fractured to slightly fractured, pale grey-brown
medium to coarse grained sandstone with some
extremely low strength bands.
45.5 7.5
No water table was considered as the permanent groundwater table is expected to be located below the
invert levels of the station cavern.
Page 3 of 5
Macquarie Town Centre - Corner Podium Development 85160.08.R.003.Rev0 Waterloo Road, Macquarie Park July 2020
4. Proposed Structure
It is understood that the proposed redevelopment of the Corner Podium site will include demolition and
the construction of a four-storey retail building “Station Plaza” with a partial basement retail level and
underlying basement car park level. A new car park ramp is to be located on the southern boundary of
the Podium Development.
The new structure for the podium and truck service tunnel will require foundations within the Rail Second
Reserve. The footings are also expected to fall within the ‘zone of influence’ of the Service Shaft.
The new four-storey retail structure will require foundations within the Rail Second Reserve and some
excavation for a car park ramp (only slightly within the Second Reserve). The new footings will also will
expected to fall within the ‘zone of influence’ of the Service Shaft.
Refer to the drawings in the attached structural presentation to Sydney Metro for visualisations of the
above.
5. Likely Impact on Rail Infrastructure
Based on the information available it is considered unlikely that the proposed development will adversely
impact the Sydney Metro Station or Services Shaft. As some minor excavation is proposed in the
Second Reserve with some new footings within the ‘zone of influence’ of the Station and Services Shaft,
we expect that Sydney Metro will require geotechnical analysis (modelling)
Our previous 3D modelling (2017), carried out for the much larger development, predicted
displacements in the order of 5 – 10 mm in the Station Concourse. This displacement was assessed to
be mainly due to the proposed excavation, which extended to the same RL as the Station Concourse.
Rock stresses were found to be relatively low compared to the rock strength.
The current proposed development, however, is far less obtrusive. We can therefore expect that the
rock mass displacements and changes in stress will be significantly less than that predicted by the earlier
modelling.
6. Proposed Geotechnical Analysis
In order to determine the potential impact of the new development on the shaft, service building, station
and tunnels, a three dimensional numerical analysis can be carried out. We propose to use the FLAC3D
program to analyse the problem. FLAC3D (Fast Lagrangian Analysis of Continua) is a three-dimensional
explicit finite difference program for modelling of soil, rock and structural behaviour. FLAC3D is an
analysis and design tool for geotechnical, civil and mining engineers that can be applied to a broad
range of problems in engineering studies. Materials are represented by elements, or zones, which form
a grid that is adjusted by the user to fit the shape of the object to be modelled. Each element behaves
Page 4 of 5
Macquarie Town Centre - Corner Podium Development 85160.08.R.003.Rev0 Waterloo Road, Macquarie Park July 2020
according to a prescribed linear or non-linear stress/strain law in response to the applied forces or
boundary restraints. The material can yield and flow and the grid can deform (in large-strain mode) and
move with the material that is represented. The explicit Lagrangian, calculation scheme and the mixed-
discretization zoning technique used in FLAC3D ensure that plastic collapse and flow are modelled
accurately. FLAC3D is ideally suited for modelling geomechanical problems that consist of several
stages, such as sequential excavation, loading and de-stressing. The formulation can accommodate
large displacements and strains and non-linear material behaviour, even if yield or failure occurs over a
large area or if total collapse occurs.
The 3D modelling objectives will be as follows:
• Provide estimates of the change in maximum and minimum principal stresses in the rock mass
surrounding the existing adjacent rail infrastructure due to the proposed redevelopment.
• Provide estimates of displacement in the rock mass surrounding the existing adjacent rail
infrastructure due to the proposed redevelopment.
Note that the modelling is intended to determine the deformation and stress in the rock mass due to the
relevant excavations. Although some concrete linings will be included in the model, it is not intended to
model the structural elements in detail. The linings will be modelled as elastic elements (with no plastic
yield). More detailed structural analysis may therefore be required if areas of concern are identified.
7. Limitations
Douglas Partners (DP) has prepared this report for this project at Macquarie Town Centre for AMP
Capital Investors Limited in accordance with DP’s proposal SYD200571 dated 23 June 2020 and
acceptance received from Mr. Trevor Battle of TCB Project Management on behalf of AMP.
The work was carried out under a consultancy agreement between AMP and DP. This report is provided
for the exclusive use of AMP for this specific project and purpose as described in the report. It should
not be used by or relied upon for other projects or purposes on the same or other site or by a third party.
DP has necessarily relied upon information provided by the client and/or their agents.
The results provided in the report are indicative of the sub-surface conditions encountered in previous
investigations and only at the specific sampling or testing locations, and then only to the depths
investigated and at the time the work was carried out. Sub-surface conditions can change abruptly due
to variable geological processes and also as a result of anthropogenic influences. Such changes have
occurred on this site since the previous investigations were undertaken.
DP’s advice is based upon the conditions encountered during previous investigations. The accuracy of
the advice provided by DP in this report may be limited by undetected variations in ground conditions
across the site between sampling or testing locations.
This report must be read in conjunction with all of the attached and should be kept in its entirety without
separation of individual pages or sections. DP cannot be held responsible for interpretations or
Page 5 of 5
Macquarie Town Centre - Corner Podium Development 85160.08.R.003.Rev0 Waterloo Road, Macquarie Park July 2020
conclusions made by others unless they are supported by an expressed statement, interpretation,
outcome or conclusion stated in this report.
This report, or sections from this report, should not be used as part of a specification for a project, without
review and agreement by DP. This is because this report has been written as advice and opinion rather
than instructions for construction.
The contents of this report do not constitute formal design components such as are required, by the
Health and Safety Legislation and Regulations, to be included in a Safety Report specifying the hazards
likely to be encountered during construction and the controls required to mitigate risk. This design
process requires risk assessment to be undertaken, with such assessment being dependent upon
factors relating to likelihood of occurrence and consequences of damage to property and to life. This,
in turn, requires project data and analysis presently beyond the knowledge and project role respectively
of DP. DP may be able, however, to assist the client in carrying out a risk assessment of potential
hazards contained in the Comments section of this report, as an extension to the current scope of works,
if so requested, and provided that suitable additional information is made available to DP. Any such risk
assessment would, however, be necessarily restricted to the geotechnical components set out in this
report and to their application by the project designers to project design, construction, maintenance and
demolition.
Please contact the undersigned if you have any questions on this matter.
Yours faithfully
Douglas Partners Pty Ltd Reviewed by
Luke James-Hall Charles Marais
Associate Principal
Attachments: About this Report
BG&E Report (Ref. S19409, dated 23 June 2020)
BG&E Structural Presentation to Sydney Metro
July 2010
Introduction These notes have been provided to amplify DP's report in regard to classification methods, field procedures and the comments section. Not all are necessarily relevant to all reports. DP's reports are based on information gained from limited subsurface excavations and sampling, supplemented by knowledge of local geology and experience. For this reason, they must be regarded as interpretive rather than factual documents, limited to some extent by the scope of information on which they rely. Copyright This report is the property of Douglas Partners Pty Ltd. The report may only be used for the purpose for which it was commissioned and in accordance with the Conditions of Engagement for the commission supplied at the time of proposal. Unauthorised use of this report in any form whatsoever is prohibited. Borehole and Test Pit Logs The borehole and test pit logs presented in this report are an engineering and/or geological interpretation of the subsurface conditions, and their reliability will depend to some extent on frequency of sampling and the method of drilling or excavation. Ideally, continuous undisturbed sampling or core drilling will provide the most reliable assessment, but this is not always practicable or possible to justify on economic grounds. In any case the boreholes and test pits represent only a very small sample of the total subsurface profile. Interpretation of the information and its application to design and construction should therefore take into account the spacing of boreholes or pits, the frequency of sampling, and the possibility of other than 'straight line' variations between the test locations. Groundwater Where groundwater levels are measured in boreholes there are several potential problems, namely: • In low permeability soils groundwater may
enter the hole very slowly or perhaps not at all during the time the hole is left open;
• A localised, perched water table may lead to an erroneous indication of the true water table;
• Water table levels will vary from time to time with seasons or recent weather changes. They may not be the same at the time of construction as are indicated in the report; and
• The use of water or mud as a drilling fluid will mask any groundwater inflow. Water has to be blown out of the hole and drilling mud must first be washed out of the hole if water measurements are to be made.
More reliable measurements can be made by installing standpipes which are read at intervals over several days, or perhaps weeks for low permeability soils. Piezometers, sealed in a particular stratum, may be advisable in low permeability soils or where there may be interference from a perched water table. Reports The report has been prepared by qualified personnel, is based on the information obtained from field and laboratory testing, and has been undertaken to current engineering standards of interpretation and analysis. Where the report has been prepared for a specific design proposal, the information and interpretation may not be relevant if the design proposal is changed. If this happens, DP will be pleased to review the report and the sufficiency of the investigation work. Every care is taken with the report as it relates to interpretation of subsurface conditions, discussion of geotechnical and environmental aspects, and recommendations or suggestions for design and construction. However, DP cannot always anticipate or assume responsibility for: • Unexpected variations in ground conditions.
The potential for this will depend partly on borehole or pit spacing and sampling frequency;
• Changes in policy or interpretations of policy by statutory authorities; or
• The actions of contractors responding to commercial pressures.
If these occur, DP will be pleased to assist with investigations or advice to resolve the matter.
July 2010
Site Anomalies In the event that conditions encountered on site during construction appear to vary from those which were expected from the information contained in the report, DP requests that it be immediately notified. Most problems are much more readily resolved when conditions are exposed rather than at some later stage, well after the event. Information for Contractual Purposes Where information obtained from this report is provided for tendering purposes, it is recommended that all information, including the written report and discussion, be made available. In circumstances where the discussion or comments section is not relevant to the contractual situation, it may be appropriate to prepare a specially edited document. DP would be pleased to assist in this regard and/or to make additional report copies available for contract purposes at a nominal charge. Site Inspection The company will always be pleased to provide engineering inspection services for geotechnical and environmental aspects of work to which this report is related. This could range from a site visit to confirm that conditions exposed are as expected, to full time engineering presence on site.
Sydney Office—
Level 2, 8 Windmill Street, Sydney NSW 2000
P / +61 2 9770 3300 E / [email protected] BG&E Pty Limited
bgeeng.com— ABN / 67 150 804 603
Medium Sized Firm of the Year
Consult Australia 2012 Awards for Excellence
Project No: S19409
23 June 2020
AMP Capital
ADRESS
Attention: Mr Ben Mathews
Dear Sir
MACQUARIE TOWN CENTRE
DEVELOPMENT APPLICATION SUBMISSION – STRUCTURAL STATEMENT
1 INTRODUCTION
BG&E Pty Ltd has been engaged by AMP Capital to review the Development Application architectural
drawings for the proposed expansion works to Macquarie Town Centre and provide a structural
statement. This statement is to be submitted as part of the documentation package for the
Development Application.
As part of this review, BG&E has been provided with the Hames Sharley architectural drawings.
2 PROPOSED WORKS
It is understood the proposed works as part of the development will primarily comprise structural
works to the following areas:
• Stage 1 - A vertical extension to the existing built form for the area further south along Waterloo Road between Herring Road and the internal Link Road.
• Stage 2 - Demolition and new build works at the corner of Waterloo and Herrings Road that will extend over an area that is approximately the extent of the existing on grade carpark and ice
rink
The proposed structural works to each of these sites is described below.
2.1 Stage 1 Works
The architectural drawings outline that it is proposed to build an additional two levels above the
existing built form that will extend over most of the existing Woolworths tenancy and external
carparks. To enable this, the Level 3 Event Cinema tenancy will reduce in size.
The structural works to each level will primarily comprising the following:
• Level 0A – Existing Carpark
S19409-LTR-DA-BM-01.docx / Date 23/06/2020 / Page 2
o Localised demolition and excavation work adjacent to the Macquarie University
Station. No bulk excavation works are proposed.
o Localised strengthening and alterations to the existing structure.
o Structure for new substation.
• Level 1A – Existing Retail o Localised strengthening and alterations to the existing structure.
• Level 2A – Existing Carpark and Woolworths tenancy o Localised strengthening and alterations to the existing structure.
• Level 3 – New Retail and Existing Cinema o Localised demolition of a portion of the exiting cinema tenancy.
o Localised strengthening and alterations to the existing structure.
o New floor structure that extends from the existing façade line to the Waterloo Road
boundary.
• Level 4A – New Ice Rink o Localised demolition of a portion of the exiting cinema tenancy.
o Localised strengthening and alterations to the existing structure.
o New floor structure that extends from the western edge of the proposed cinema
tenancy to the Waterloo Road boundary.
• Level 5 – Ice Rink Mezzanine o New localised floor structure around the perimeter of the ice rink and stadium seating.
• Roof – No Trafficable o New long span lightweight steel roof that provides a column free space to the ice rink.
Excavation Support
As there is only detailed excavation with localised areas, there is expected to be little to no temporary
excavation support required to achieve the proposed development layout. It is currently envisaged
that no piled wall or ground anchors will be required in the Stage 1 works.
The excavation is expected to be located within a small depth of overburden soil and low strengthen
rock before self-supporting high strength rock is achieved. Careful detailing will be required where
detailed excavation is occurring adjacent to the Macquarie University Station.
New Structure
The proposed development will also comprise new additional levels over the existing building
structure, this includes both retail and ice rink levels. Careful considering will be required to assess the
existing buildings structural capacity, particularly the foundations and columns, for the additional
vertical and lateral loads. This will need to be checked in detail during the detailed design phase.
During the detailed design phase of the project the composition and form of the structural materials
will be assessed based on a number of factors including suitability with the architectural scheme,
structural efficiency, integration with services, cost, buildability, construction program and fire
protection. Consideration will also need to be given for the non-typical areas of the development
which include column free spaces in the loading docks and structures adjacent to Macquarie University
Station.
S19409-LTR-DA-BM-01.docx / Date 23/06/2020 / Page 3
2.2 Stage 2 Works
Demolition
To achieve the proposed layout there will need to be the full demolition of the existing ice rink building
together with a section of the vehicle tunnel adjacent to Herring Road.
Excavation Support
In most of the locations the basement excavation will not extend to the site boundary which will enable
the use of temporary batters in the overburden soil rather than the use of a piled wall with anchors.
Below the overburden will be permanent self-supporting vertical rock faces.
The use of a piled perimeter retention wall for both the temporary and permanent conditions will be
required along a limited section adjacent to Herring Road. Temporary ground anchors will be required
to the retention wall and approval should be sought from Council and adjacent property owners where
they extend over the boundary.
No bulk excavation is proposed adjacent to Macquarie University Station.
New Structure
The proposed new building works will cover the whole of the site. The structural works to each level
will primarily comprising the following:
• Level 1A – New carpark • Level 2A – New retail • Level 3A – New retail • Level 4A – New retail • Level 5 – Plantroom mezzanines • Roof – Non-Trafficable skylights
The new buildings will comprise between 4 suspended floors levels which includes one basement
carpark level. There is also consideration for the building structure to be designed to accommodate a
future tower development that will happened as part of a separate Development Application
sometime in the future..
As per the Stage 1 works, the composition and form of the structural materials will be assessed based
on a number of factors including suitability with the architectural scheme, structural efficiency,
integration with services, cost, buildability, construction program and fire protection.
2.3 Interface with Sydney Metro
Documentation received from Sydney Metro for the Macquarie University Station outline that the
station access and services caverns are located adjacent to the development site along Waterloo Road.
The project team is designing the new development based on the requirements of the Sydney Metro
Underground Corridor Protection Technical Guidelines dated 16 October 2017.
S19409-LTR-DA-BM-01.docx / Date 23/06/2020 / Page 4
During the Masterplan phase for the development, AMP has been in discussions with Sydney metro
regarding the relationship between the proposed developments. It is expected that these discussions
will be ongoing during the design development phase.
An investigation study has been undertaken to gain and understanding of the relationship between
the proposed development and station. The results indicate that the foundations locations for the
proposed development will be outside the first reserve. Reference is made to the letter by BG&E Pty
Limited titled “insert title” for further information relating to this part of the development.
2.4 Geotechnical Conditions
AMP has engaged Douglas Partners Pty Limited to undertake a comprehensive geotechnical
assessment for the proposed developed.
“The general subsurface profile encountered within the previous boreholes, in increasing depth order,
may be summarised as follows:
• Filling: Typically sand, clay and crushed sandstone filling to depths of 0.5 m to 3 m; over • Sandstone: The sandstone profile generally included extremely low to low strength rock about
1 m to 2 m thick over low to medium strength rock grading to medium to high strength rock,
typically below depths of 3 m to 5 m. High strength, mostly slightly fractured and unbroken
sandstone was encountered at depths of about 6 m to 8 m. Bands of very high strength rock
were encountered at some locations.”
2.5 Code Compliance
The design of the proposed works will need to be in accordance with the structural provisions of the
Building Code of Australia, Australian Standards AS 1170.1, AS 1170.2, AS 3600, AS 3700 and AS4100
together with accepted engineering principles and practice.
Should you need anything further, or require any matters elaborated on, please contact the
undersigned.
Yours sincerely,
For BG&E Pty Limited
TOM BENN
Associate
5 4 3 2 1 0
55.60
55.75
56.10
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55.05
55.55
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RL: 54.34RL: 54.70
AWNING OVER
MACQUARIE UNIVERSITY STATIONEXISTING LANSCAPED EMBANKMENT
EXISTING SYDNEY METRO SUBSTATION
BSD572
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NEW STATION PLAZA
AWNING OVER
CSD573
RETAIL
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INSIDE FACE OF STURCTURE
FACE OF SHORING WALL
DEMOLISH EXISTING BALUSTRADE IN AREA SHADED LIGHT ORANGE
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SECOND RESERVE
FIRST RESERVE
SITE BOUNDARY
SITE BOUNDARY
AMP OWNERSHIP
SITE
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SYDNEY METRO OWNERSHIP
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LOT 120 DP1130457
RL 50.67LOT 122 DP1130457
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NEW SUSPENDED CONCRETE SLAB
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5494
NEW STONE PAVERS TO STEPS AND WALKWAY
PAVING SLAB ON COMPACTED FILL
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SECOND RESERVE
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PT 2/ 1047085 SUBSTRATUM OWNED BY SYDNEY METROLIMITED IN HEIGHT TO RL40
EXISTING VEHICLE RAMP
EXISTING VEHICLE RAMP
NEW STAIR FROMABOVE CONNECTINGTO EXISTING STAIRAT LEVEL 2
EXISTING ROOF
REMOVE SYDNEY METRO CONCRETE DWARF WALL AT SIDE OF STEPS & INTEGRATE FINISHES WITH STATION PLAZA
RL 56.31
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100026000
123456789
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ENTERTAINMENTRL 56.31
RL 56.50
RL 50.20
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ICE RINK CLADDING ABOVE
NEW PLANTER AT PLAZA LEVEL ANDNEW RETAINING WALL
EXISTING SYDNEY METRO RETAINING WALL
NEW GREEN FACADE
RL 50.80
RL 50.79
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RL 55.75
RL 55.60
RL 55.50
RL 55.15
RL 55.30
RL 55.75
RL 56.00
1. STATION PLAZA - NEW RAISED PUBLIC SPACE CONNECTING MALL ENTRY TO RAILWAY STATION ENTRY
2. PLAZA PAVEMENT TO FINISH FLUSH WITH EDGE OF STATION ENTRY PODIUM. REMOVE EXISTING BALUSTRADE FOR PURPOSE OF GROUND PLANE CONTINUITY
3. RAMP AND STEPS WITH SEATING ALLOWING ACCESS TO PLAZA. SHALLOW FOOTINGS TO SUPPORT STAIRS, RETAINING WALLS AND PLANTER BOXES
LEGEND SC STEEL COLUMNSOP PARRAMATTA RAIL LINK SETOUT POINTSLAB ON GROUND OR COMPACTED FILL TO STRUCTURAL ENGINEER'S DESIGN
SUSPENDED SLAB TO STRUCTURAL ENGINEER'S DESIGN
STEEL FRAME STRUCTURE TO STRUCTURAL ENGINEERS DETAILS
CANTILEVERED SLAB TO STRUCTURAL ENGINEERS DETAILS
Key Plan
0
Scale: , 1:500 @ A3 Project Number:Drawing Number:Revision:Date:© NH Architecture & Hames Sharley
Status:Path:
North:1:250 @ A1
20for Herring Rd Corner Podium Development
HERRRING ROAD
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C:\Users\o.wellings\Documents\Revit Local Files\2018\51108 MCIRHOST R2018_o.wellings.rvt
SD21051108INITIAL DRAFT FOR REVIEW
Macquarie Centre Detailed DALEVEL 3 PLAN - RAIL RESERVES STATION PLAZA
1st RESERVE
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New Structure - No Change From Previous DA Additional 2 Levels to Existing Structure
New belowground fire exitpassage
Sydney Metro Presentation - Interface Sketches
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3729
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RL 51100NEW L2A
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RL 63000NEW L4A
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1RETAIL
2 3
NATURAL GROUND LINESHOWN DASHED
FOOTINGS TO STRUCTURAL ENGINEER'S DETAIL.
3123
RL 69000ROOF SLAB
RL 55.80RL 55.55
1. STATION PLAZA - NEW RAISED PUBLIC SPACE CONNECTING MALL ENTRY TO RAILWAY STATION ENTRY
2. PLAZA PAVEMENT TO FINISH FLUSH WITH EDGE OF STATION ENTRY PODIUM. REMOVE EXISTING BALUSTRADE FOR PURPOSE OF GROUND PLANE CONTINUITY
3. RAMP AND STEPS WITH SEATING ALLOWING ACCESS TO PLAZA. SHALLOW FOOTINGS TO SUPPORT STAIRS, RETAINING WALLS AND PLANTER BOXES
LEGEND SC STEEL COLUMNSOP PARRAMATTA RAIL LINK SETOUT POINTSLAB ON GROUND OR COMPACTED FILL TO STRUCTURAL ENGINEER'S DESIGN
SUSPENDED SLAB TO STRUCTURAL ENGINEER'S DESIGN
STEEL FRAME STRUCTURE TO STRUCTURAL ENGINEERS DETAILS
Key Plan
0
Scale: , 1:500 @ A3 Project Number:Drawing Number:Revision:Date:© NH Architecture & Hames Sharley
Status:Path:
1:200 @ A1
16for Herring Rd Corner Podium Development
HERRRING ROAD
WA
TER
LOO
RO
AD
M27/05/20
C:\Users\o.wellings\Documents\Revit Local Files\2018\51108 MCIRHOST R2018_o.wellings.rvt
SD57251108DRAFT
Macquarie Centre Detailed DASECTIONS - RAIL RESRVE - STATION PLAZA
1 : 200A SECTION - STATION PLAZA RAMP
1 : 200B SECTION - STATION PLAZA RAMP
B
A
Footings at 7m centres approxsupported on high strength rock.Working loads approx.G = 1900kNQ = 350kN
Low Strength Rock
High Strength Rock
High Strength Rock
Existing Fill
Rock profiles base on DouglasPartners investigtation
1st R
ES
ER
VE
2nd
RE
SE
RV
E
2nd
RE
SE
RV
E
Structural isolationbetween developmentsB
OU
ND
AR
Y
Permanent structure willcantilever to ensure nofoundations in the 1stReserve
1 : 200A SECTION - STATION PLAZA RAMP
Existing ground level
1 : 200B SECTION - STATION PLAZA RAMP
Low Strength Rock
Existing ground level
1st R
ES
ER
VE
& B
OU
ND
AR
Y
Footings at 7m centres approxsupported on high strength rock.Working loads approx.G = 1900kNQ = 350kN
RL 47900NEW L1A
RL 51100NEW L2A
RL 56500NEW L3A
RL 63000NEW L4A
n5n4n2n1 n3
GREEN FACADE
PARAPET
TRUCK TUNNEL
CAR PARK RAMP
RETAIL
RETAIL
RL 88.70ENVELOPE
MACQUARIE UNIVERISTY
STATION
RAILCORP SUBSTATION
SITE
BO
UN
DAR
Y
RAI
L 1S
T R
ESER
VE B
OU
ND
ARY
RAI
L 2N
D R
ESER
VE B
OU
ND
ARY
BUIL
DIN
G E
NVE
LOPE
EXISTING PEDESTRIAN PATHWAY BEYOND
EAST STATION SERVICES SHAFT
LINE OF FACE OF SHORING WALL
LINE OF INSIDE FACE OF STRUCTURE
NEW FOOTINGS TO STRUCTURAL ENGINEER'S DETAILS
NEW BALUSTRADE
25m OFFSET
WATERLOO ROAD
NATURAL GROUND LINE SHOWN DASHED
FOOTINGS TO STRUCTURAL ENGINEER'S DETAIL. MAX. 1.5m BELOW NATURAL GROUND LINE
1511
RL 69000ROOF SLAB
MALL
EGRESSCORRIDOR
1245
RL 47900NEW L1A
RL 51100NEW L2A
RL 56500NEW L3A
RL 63000NEW L4A
n6n5n4n2n1 n3
MALLSTATION PLAZA
STATION
TRUCK TUNNEL
CAR PARK RAMP
RL 55.50RL 54.35
RL 51.59RETAIL
CAR PARK
PARAPET
RETAIL
FOOD COURT
PLANT
RL 82.20
VOID
SITE
BO
UN
DAR
Y
RAI
L 1S
T R
ESER
VE B
OU
ND
ARY
RAI
L 2N
D R
ESER
VE B
OU
ND
ARY
BUIL
DIN
G E
NVE
LOPE
NEW BALUSTRADE
NEW WSUD TANK IN FOREGROUND SHOWN DASHED
WATERLOO ROAD
1MALL ENTRY
2 3
MACQUARIE UNIVERSITY
STATION
NATURAL GROUND LINESHOWN DASHED
FOOTINGS TO STRUCTURAL ENGINEER'S DETAIL.
2204
RL 69000ROOF SLAB
NEW FOOTINGS TO STRUCTURAL ENGINEER'S DETAILS
EXISTING SYDNEY METRO STATION ENTRY CAVERN STRUCTURE
RL 48.90
2873
1. STATION PLAZA - NEW RAISED PUBLIC SPACE CONNECTING MALL ENTRY TO RAILWAY STATION ENTRY
2. PLAZA PAVEMENT TO FINISH FLUSH WITH EDGE OF STATION ENTRY PODIUM. REMOVE EXISTING BALUSTRADE FOR PURPOSE OF GROUND PLANE CONTINUITY
3. RAMP AND STEPS WITH SEATING ALLOWING ACCESS TO PLAZA. SHALLOW FOOTINGS TO SUPPORT STAIRS, RETAINING WALLS AND PLANTER BOXES
LEGEND SC STEEL COLUMNSOP PARRAMATTA RAIL LINK SETOUT POINTSLAB ON GROUND OR COMPACTED FILL TO STRUCTURAL ENGINEER'S DESIGN
SUSPENDED SLAB TO STRUCTURAL ENGINEER'S DESIGN
STEEL FRAME STRUCTURE TO STRUCTURAL ENGINEERS DETAILS
Key Plan
0
Scale: , 1:500 @ A3 Project Number:Drawing Number:Revision:Date:© NH Architecture & Hames Sharley
Status:Path:
1:200 @ A1
16for Herring Rd Corner Podium Development
HERRRING ROAD
WA
TER
LOO
RO
AD
N27/05/20
C:\Users\o.wellings\Documents\Revit Local Files\2018\51108 MCIRHOST R2018_o.wellings.rvt
SD57351108DRAFT
Macquarie Centre Detailed DASECTIONS - RAIL RESERVE - STATION PLAZA
1 : 200D SECTION - THROUGH EAST WING
1 : 200C SECTION - STATION PLAZA - MALL ENTRY
D
C
Low Strength Rock
High Strength Rock
2nd
RE
SE
RV
E
1st R
ES
ER
VE
& B
OU
ND
AR
Y
2nd
RE
SE
RV
E
Low Strength Rock
High Strength Rock
1 : 200C SECTION - STATION PLAZA - MALL ENTRY
1st R
ES
ER
VE
& B
OU
ND
AR
Y
Exi
stin
g F
ire S
tair
Exi
t Re-
built
Sto
rmw
ater
Tre
atm
ent
1 : 200D SECTION - THROUGH EAST WING
Existing ground level Existing ground level
Vertical rock face. Nopiles and anchors
Vertical rock face. Nopiles and anchors
EXISTING SYDNEY METRO
SUBSTATIONC
/L U
P TR
ACK
C/L
DO
WN
TR
ACK
C/L
PLA
TFO
RM
TOP OF RAIL FFL 26500
5000
INDICATIVETUNNEL
DIAMETERPLATFORM MID LEVEL FFL 27675
CONCOURSE LEVEL FFL 33075
5000VARIES (SEE NOTE 1)
22880
SYDNEY METRO SERVICES SHAFT FIRST RESERVE
5000
TOP OF FIRST RESERVE THE GREATER OF 5m OR EXTENT OF SYDNEY METRO SUBSTRATUM ABOVE CROWN (UNKNOWN)
C/L
EAST
EN
TRY
CAV
ERN
SIDE OF FIRST RESERVE THE GREATER OF 5m OFF TUNNEL OR EXTENT OF SYDNEY METRO SUBSTRATUM IN WATERLOO ROAD (UNKNOWN)
INDICATIVETUNNEL
DIAMETER
ESTIMATED TUNNEL DEPTH, SIZE AND LOCATION, TO BE CONFIRMED BY SYDNEY METRO
WATERLOO ROAD
AMP
TITL
E BO
UN
DAR
Y
EXISTING SYDNEY METRO EAST
SERVICES SHAFT
RL 32.570
NEW AIR INLETAT BOUNDARYSTRENGTHENING TO EXISTING WALL AND FOOTINGS TO STRUCTURAL ENGINEER'S DETAILS
NEW EGRESS STAIR TO BE BUILT ABOVE EXISTING STAIR WELL
LOCATION OF RETAINING WALL & STRIP FOOTING NOTED IN HISTORIC DRAWINGS BETWEEN GRIDS N & P LIKELY DEMOLISHED WHEN METRO BUILT
EXISTING WALL FOUNDATION IN THIS AREA
FOOTINGS OF EXISTING STAIR BETWEEN GRIDS M & N
SYDNEY METRO TUNNEL FIRST RESERVE
SYD
NEY
MET
RO
TI
TLE
BOU
ND
ARY
RL 32.310
Footings at 9m centres approx.supported on high strengthrock. Working loads approx.G = 3500kNQ = 770kN
Footings at 7m centres approxsupported on high strength rock.Working loads approx.G = 1900kNQ = 350kN
RL 47900NEW L1A
RL 51100NEW L2A
RL 56500NEW L3A
RL 63000NEW L4A
1 2 3 4
RL 68125NEW L4A MEZZ
EXISTING SYDNEY METRO
SUBSTATION
NEW ICE RINK
NEW RETAIL
EXISTING BIG W
EXISTING CAR PARK & TRUCKS
EXISTING CAR PARK
8125
6350
1950
4500
RL 56.650
AMENITIES
3000
RL 72.825
NEW AUTHORITY METER ROOMNEW PLENUM IN EXISTING STRUCTURE
C/L
UP
TRAC
K
C/L
DO
WN
TR
ACK
C/L
PLA
TFO
RM
TOP OF RAIL FFL 26500
5000
INDICATIVETUNNEL
DIAMETERPLATFORM MID LEVEL FFL 27675
CONCOURSE LEVEL FFL 33075
5000VARIES (SEE NOTE 1)
22880
SYDNEY METRO SERVICES SHAFT FIRST RESERVE
5000
TOP OF FIRST RESERVE THE GREATER OF 5m OR EXTENT OF SYDNEY METRO SUBSTRATUM ABOVE CROWN (UNKNOWN)
SECOND RESERVE FROM BOUNDARY
C/L
EAST
EN
TRY
CAV
ERN
SIDE OF FIRST RESERVE THE GREATER OF 5m OFF TUNNEL OR EXTENT OF SYDNEY METRO SUBSTRATUM IN WATERLOO ROAD (UNKNOWN)
INDICATIVETUNNEL
DIAMETER
ESTIMATED TUNNEL DEPTH, SIZE AND LOCATION, TO BE CONFIRMED BY SYDNEY METRO
WATERLOO ROAD
AMP
TITL
E BO
UN
DAR
Y
EXISTING FOOTINGSAPPROXIMATE LOCATION
EXACT LOCATION OF EXISTING RISERS AND ROCK CUT UNKNOWN
EXISTING FOOTINGS NEAR GRID P
EXISTING SYDNEY METRO EAST
SERVICES SHAFT
RL 32.570
NEW AIR INLETAT BOUNDARYSTRENGTHENING TO EXISTING WALL AND FOOTINGS TO STRUCTURAL ENGINEER'S DETAILS
NEW EGRESS STAIR TO BE BUILT ABOVE EXISTING STAIR WELL
25000
LOCATION OF RETAINING WALL & STRIP FOOTING NOTED IN HISTORIC DRAWINGS BETWEEN GRIDS N & P LIKELY DEMOLISHED WHEN METRO BUILT
RL 39.100
EXISTING WALL FOUNDATION IN THIS AREA
FOOTINGS OF EXISTING STAIR BETWEEN GRIDS M & N
RL 41.350
W19
W16
W1 & W2
RL 44.750
SYDNEY METRO TUNNEL FIRST RESERVE
SYD
NEY
MET
RO
TI
TLE
BOU
ND
ARY
BOTTOM OF FIRST RESERVE AT SHAFT THE GREATER OF 5m FROM THE INVERT OF SHAFT OR EXTENT OF SYDNEY METRO PROPERTY
RL 32.310
NOTE 1
ILLUSTRATIVE SECTION ONLY - SYDNEY METRO GRID AND MACQUARIE CENTRE BOUNDARY & GRIDLINES ARE NOT ORTHOGONAL. LEVEL OF TUNNEL AT THIS POINT NOT KNOWN. EXTENT OF SYDNEY METRO SUBSTRATA IN WATERLOO ROAD NOT KNOWN
NOTE 2SUBSTRATUM IN WATERLOO ROAD MAY EXTEND TO TITLE BOUNDARY
Key Plan
0
Scale: , 1:500 @ A3 Project Number:Drawing Number:Revision:Date:© NH Architecture & Hames Sharley
Status:Path:
1:250 @ A1
20for Herring Rd Corner Podium Development
HERRRING ROAD
WA
TER
LOO
RO
AD
E25/05/20
C:\Users\o.wellings\Documents\Revit Local Files\2018\51108 MCIRHOST R2018_o.wellings.rvt
SD57451108INITIAL DRAFT FOR REVIEW
Macquarie Centre Detailed DASECTIONS - RAIL RESERVE WATERLOO ROAD
1 : 200SECTION - RAIL RESERVES GRID PE
E
Existing footings demolished and rebuilt withlocalised excavation to suit. No additional bulkexcavation proposed. Footings support walls thatcontribute to the lateral resisting system for thebuilding. Footings loads will be determined duringdetailed design that will be undertaken after the DAis approved.
1st R
ES
ER
VE
& B
OU
ND
AR
Y
2nd
RE
SE
RV
E
High Strength Rock
2 Additional Levels toExisting Structure
RL 56500NEW L3A
RL 63000NEW L4A
1 2 3
RL 44750LEVEL 1A
RL 50250LEVEL 2A
RL 39400LEVEL 0A
RL 68125NEW L4A MEZZ
RL 40.000
TITL
E BO
UN
DAR
Y
C/L
UP
TRAC
K
C/L
DO
WN
TR
ACK
C/L
PLA
TFO
RM
TOP OF RAIL FFL 26500
5000
FIRST RESERVE
INDICATIVETUNNEL
DIAMETERPLATFORM MID LEVEL FFL 27675
CONCOURSE LEVEL FFL 33075
5000
SYDNEY METRO SUBSTRATUM
(FIRST RESERVE)
5000
TOP OF FIRST RESERVE THE GREATER OF 5m OR EXTENT OF SYDNEY METRO SUBSTRATUM ABOVE CROWN (UNKNOWN)
SECOND RESERVE FROM SUBSTRATUM
25000
PT 2/ 1047085 SUBSTRATUM OWNED BY SYDNEY METROLIMITED IN HEIGHT TO RL40
UNLIMITED IN DEPTH
NEW CINEMAAUDITORIUM
C/L
CAV
ERN
NEW CLADDNG ANDINSULATED PANEL WALLS INDICATED WITH DASHED LINE
EXISTING FOOTINGS
NEW TUNNEL FOR TRANSFORMER DELIVERY
NEW ICE RINK PLANT DECK
RL 41.300 PMF
RL 69.609
RL 40.400
NEW PERSONNEL CORRIDOR BEYOND
PERSONNEL HATCH IN EXISTING GARDEN, NEW PATH AND STEPS FROM FOOTPATH AND LANDSCAPING
NEW EQUIPMENT HATCH IN EXISTING SERVICE ROAD
NEW FR SUBSTATION INLET DUCT
EXISTING BASEMENT NEW CHAMBER SUBSTATION
EXISTING BASEMENT - NEW CABLE TRENCH
EXISTING BIG W
EXISTING CAR PARK
SIDE OF FIRST RESERVE THE GREATER OF 5m OFF TUNNEL OR EXTENT OF SYDNEY METRO SUBSTRATUM IN WATERLOO ROAD (UNKNOWN)
NEW CONDUIT / STRUCTURAL FOOTINGS ZONE
WATERLOO ROAD
EXISTING CAR PARK & TRUCKS
EXISTING RAMP COLUMN FOOTING DEPTH UNKNOWN
EXISTING RAMP
INDICATIVETUNNEL
DIAMETER
ESTIMATED TUNNEL DEPTH, SIZE AND LOCATION, TO BE CONFIRMED BY SYDNEY METRO
NOTE 15414
600
13381
1000
8800 8800
R 35
60
NOTE 1
ILLUSTRATIVE SECTION ONLY - SYDNEY METRO GRID AND MACQUARIE CENTRE BOUNDARY & GRIDLINES ARE NOT ORTHOGONAL. LEVEL OF TUNNEL AT THIS POINT NOT KNOWN. EXTENT OF SYDNEY METRO SUBSTRATA IN WATERLOO ROAD NOT KNOWN
NOTE 2SUBSTRATUM IN WATERLOO ROAD MAY EXTEND TO TITLE BOUNDARY
RL 56500NEW L3A
RL 63000NEW L4A
1 2 3
RL 44750LEVEL 1A
RL 50250LEVEL 2A
RL 39400LEVEL 0A
RL 68125NEW L4A MEZZ
RL 72.825
C/L
DO
WN
TR
ACK
C/L
PLA
TFO
RM
TOP OF RAIL FFL 26500
FIRST RESERVE
PLATFORM MID LEVEL FFL 27675
CONCOURSE LEVEL FFL 33075
5000
SYDNEY METRO SUBSTRATUM
(FIRST RESERVE)
TOP OF FIRST RESERVE THE GREATER OF 5m OR EXTENT OF SYDNEY METRO SUBSTRATUM ABOVE CROWN (UNKNOWN)
SECOND RESERVEFROM SUBSTRATUM
(SEE NOTE 1)6269 13476 28550
C/L
CAV
ERN
SIDE OF FIRST RESERVE THE GREATER OF 5m OFF TUNNEL OR EXTENT OF SYDNEY METRO SUBSTRATUM IN WATERLOO ROAD (UNKNOWN)
INDICATIVETUNNEL
DIAMETER
ESTIMATED TUNNEL DEPTH, SIZE AND LOCATION, TO BE CONFIRMED BY SYDNEY METRO
8800 8800
25000 FROM BOUNDARY NEAR GRID M
RL 40.00
TITL
E BO
UN
DAR
Y
EXISTING RAILCORP
SUBSTATION
NEW RETAIL
EXISTING BIG W
EXISTING CAR PARK & TRUCKS
EXISTING CAR PARK
EXISTING FOOTINGS
NEW FOOTINGS TO SUPPORT STAIR, TO STRUCTURAL ENGINEER'S DETAILS
STRENGTHENING TO EXISTING WALL AND FOOTINGS TO STRUCTURAL ENGINEER'S DETAILS
NEW EGRESS STAIR TO BE BUILT ABOVE EXISTING STAIR WELL
WATERLOO ROAD
PT 2/ 1047085 SUBSTRATUM OWNED BY SYDNEY METROLIMITED IN HEIGHT TO RL40
UNLIMITED IN DEPTH
EXISTING BIG W MEZZANINE
NEW ICE RINK
EXISTING LANDSCAPING
EXISTING FOOTINGS OF STAIR BETWEEN GRIDS M & N
RL 39.100 RL 39.100W2
W16BEYOND: EXISTING STAIR BETWEEN GRIDS M & N
Key Plan
0
Scale: , 1:500 @ A3 Project Number:Drawing Number:Revision:Date:© NH Architecture & Hames Sharley
Status:Path:
1:200 @ A1
16for Herring Rd Corner Podium Development
HERRRING ROAD
WA
TER
LOO
RO
AD
E25/05/20
C:\Users\o.wellings\Documents\Revit Local Files\2018\51108 MCIRHOST R2018_o.wellings.rvt
SD57551108INITIAL DRAFT FOR REVIEW
Macquarie Centre Detailed DASECTIONS - RAIL RESERVE WATERLOO ROAD
1 : 200SECTION NEAR GRID DG
1 : 200SECTION NEAR GRID MF
GF
New structural core wall footing Allow for the provision of tension groundanchors below.Geotech engineer to review impact onMetro.
No excavation into the 1streserve. Base of footings0.5m above 1st Reserve.
CORE 4
L0 (CarPark)
L1 (Big W)
L2 (Woolies)
L3(Cinemas)
L4 (Rink)
Roof
ESD574
FSD575
existing shown yellow
new shown green
approximate line of rockshown on original structuraldrawings
CORE 1 CORE 2 CORE 3 CORE 4 REFER SHEET 1FOR KEY PLAN
ELEVATIONS OF CORE WALLSLOOKING FROM WATERLOO RD
approximate line of existingsurface shown dashed
approx extent of metroservices shaft
Existing demo existing stair andstructure.No additional bulk excavationrequired.Localised discrete foundationsproposed for new structure.
2 Additional Levels toExisting Structure
2nd
RE
SE
RV
E
1st R
ES
ER
VE
1st R
ES
ER
VE
& B
OU
ND
AR
Y
High Strength Rock