preliminary report on geotechnical impact on rail ... · preliminary report on geotechnical impact...

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.

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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.

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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

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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

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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 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 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.


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.


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

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Key Plan

0

Scale: , 1:500 @ A3 Project Number:Drawing Number:Revision:Date:© NH Architecture & Hames Sharley

Status:Path:

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20for Herring Rd Corner Podium Development

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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

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Macquarie Centre Detailed DASECTIONS - RAIL RESRVE - STATION PLAZA

1 : 200A SECTION - STATION PLAZA RAMP

1 : 200B SECTION - STATION PLAZA RAMP

B

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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


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


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


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







Key Plan

0


Status:Path:

1:200 @ A1


HERRRING ROAD

WA

TER

LOO

RO

AD

N27/05/20


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


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


5000

INDICATIVETUNNEL



5000VARIES (SEE NOTE 1)

22880

SYDNEY METRO SERVICES SHAFT FIRST RESERVE

5000


SECOND RESERVE FROM BOUNDARY

C/L

EAST

EN

TRY

CAV

ERN


INDICATIVETUNNEL

DIAMETER


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


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


Status:Path:

1:250 @ A1


HERRRING ROAD

WA

TER

LOO

RO

AD

E25/05/20



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 40.000

TITL

E BO

UN

DAR

Y

C/L

UP

TRAC

K

C/L

DO

WN

TR

ACK

C/L

PLA

TFO

RM


5000

FIRST RESERVE

INDICATIVETUNNEL



5000

SYDNEY METRO SUBSTRATUM

(FIRST RESERVE)

5000


SECOND RESERVE FROM SUBSTRATUM

25000


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


NEW CONDUIT / STRUCTURAL FOOTINGS ZONE

WATERLOO ROAD


EXISTING RAMP COLUMN FOOTING DEPTH UNKNOWN

EXISTING RAMP

INDICATIVETUNNEL

DIAMETER


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 72.825

C/L

DO

WN

TR

ACK

C/L

PLA

TFO

RM


FIRST RESERVE

PLATFORM MID LEVEL FFL 27675


5000

SYDNEY METRO SUBSTRATUM

(FIRST RESERVE)


SECOND RESERVEFROM SUBSTRATUM

(SEE NOTE 1)6269 13476 28550

C/L

CAV

ERN


INDICATIVETUNNEL

DIAMETER


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

EXISTING FOOTINGS

NEW FOOTINGS TO SUPPORT STAIR, TO STRUCTURAL ENGINEER'S DETAILS

STRENGTHENING TO EXISTING WALL AND FOOTINGS TO STRUCTURAL ENGINEER'S DETAILS


WATERLOO ROAD


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


Status:Path:

1:200 @ A1


HERRRING ROAD

WA

TER

LOO

RO

AD

E25/05/20



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