60247139 ORWN RPT050 20141210 G

01/05/2014

P:\2014JOBS\14031\Reports\14031-Crown Sydney Basement Design RPT-Rev 3-140620.doc

Basement Design Report Site 1C

Crown Sydney Hotel Resort

Issue: Rev 3

Prepared For: Crown Sydney Property Pty Ltd

Project No.: 14031

20th June 2014

Report No.: 14031_RPT0002

Basement Design Report Site 1C Crown Sydney Hotel Resort Project No. 14031 Issue: Rev 3 20th June 2014


Report Amendment Register

Issue Section & Page

No. Issue/Amendment

Author/

Initials Project

Engineer Reviewer/

Initials Date

1 DRAFT GW 7-04-14

2 Planning Submission GW CP 12-04-14

3 Final Planning

Submission GW CP 20-06-14

ISSUE ACCEPTED BY: AUTHOR: REVIEWER: ………………………………….. ………………………………….. GRANT WEIR CHRIS POTTER Signing for and on behalf of Signing for and on behalf of Robert Bird Group Pty Ltd Robert Bird Group Pty Ltd Date: 20th June 2014 Date: 20th June 2014



1 General ......................................................................................................................... 1

1.1 Introduction ........................................................................................................................................1

1.1.1 Document scope ...........................................................................................................................1 1.1.2 Project Description ........................................................................................................................1

1.2 Referenced documents .....................................................................................................................2

1.2.1 Standards and codes ....................................................................................................................2 1.2.2 Specifications ................................................................................................................................3 1.2.3 Consultant reports .........................................................................................................................3

2 Design Loads and Performance Criteria ................................................................... 3

2.1 BCA Structural Importance Level .....................................................................................................3

2.2 Design Life ..........................................................................................................................................3

2.3 Primary Loads ....................................................................................................................................3

2.3.1 Gravity loads .................................................................................................................................4 2.3.2 Wind Loads ...................................................................................................................................4 2.3.3 Earthquake Loads .........................................................................................................................5 2.3.4 Hydrostatic Loads .........................................................................................................................5 2.3.5 Serviceability .................................................................................................................................5

2.4 Ultimate Strength and Stability Performance Criteria ....................................................................5

2.5 Serviceability Performance criteria ..................................................................................................5

2.5.1 Floor design criteria ......................................................................................................................5

2.6 Structural Modelling ..........................................................................................................................6

2.7 Material Properties .............................................................................................................................6

2.7.1 Reinforcement properties ..............................................................................................................6 2.7.2 Concrete Properties ......................................................................................................................6 2.7.3 Reinforcement properties ..............................................................................................................6 2.7.4 Cover requirements ......................................................................................................................6

2.8 Crack control ......................................................................................................................................7

3 Footings ....................................................................................................................... 7

3.1 Tower footings....................................................................................................................................7

3.1.1 Concrete Properties ......................................................................................................................7 3.1.2 Reinforcement properties ..............................................................................................................7 3.1.3 Cover requirements ......................................................................................................................7

4 Basement Structure .................................................................................................... 8


P:\2014JOBS\14031\Reports\14031-Crown Sydney Basement Design RPT-Rev 3-140620.doc Page 1

1 General

1.1 Introduction

1.1.1 Document scope

This document outlines the basis for the structural engineering design for the basement on Site 1C for the Crown Sydney Hotel Resort Project.

This document is a live document and will be updated throughout the life of the project. Updates will only be made with the authority of the Project Engineer. At the end of the project this document will form part of Robert Bird Group record of the structural design and used in the validation of the as-installed work.

1.1.2 Project Description

The Crown Sydney Hotel Resort Project is a mixed use project made up of the following –

Three basement levels comprising car parking, circulation, plant and loading dock facilities.

Ground/Level 0 comprising; Hotel and Casino Lobby, Porte Cochere, Retail, Restaurant, Bars, Terraces, public space, landscaping and amenities, and BOH spaces.

Four main podium levels and three mezzanine podium levels above Ground comprising Restaurants, Gaming, Bars, Kitchens, BOH, Plant, Pool decks, recreation spaces and Function rooms.

A mixed use Tower to level 70 comprising Hotel, Villas, Sky Gaming, Apartments, Plant and Super Villas. Height to tip of roof is approximately 271m with the tip at RL275m

The tower is irregular in plan form and is tapered/curved and twisted in elevation

This report deals specifically with the basement elements located on the Site 1C area as illustrated below.



1.1.3 Existing Structures

The 1C Site contains some structure remnants and existing structures relating to its use as a maritime wharf area. There are existing sea wall caissons along the foreshore at the western edge that will remain post development. There is also a remnant section of this sea wall that returns into the 1C Site projecting in an easterly direction through the northern end of the basement and projecting into the 1B Site. The sea wall caissons are individual concrete units approximately 15m long by 12m wide by 13m high. They are reinforced concrete boxes with internal cells of approximately 4.5m square. The units were constructed off-site and floated into place and sunk. The cells were filled with river sand, rather than on site materials. This has been verified during demolition of caissons on Site 1A and at Barangaroo Headland Park. This also matches the original design documents. The basement construction will require demolition of approximately three caisson units.

The site also contains a section of reinforced concrete wharf deck. A new deck will be built over this deck with new supporting piles cut through the old deck which will remain in place.

1.2 Referenced documents

1.2.1 Standards and codes

The following standards and codes will be used for the structural design of the basements:

Building Code of Australia - 2013

AS1170.0 General Loading

AS1170.1 Imposed Loads

AS1170.2 Wind Code

AS1170.4 Earthquake Code

AS2159 Piling Design and Installation

AS2327.1 Composite Structures

AS3600 Concrete Structures

AS3700 Masonry Structures

AS3735 Concrete Structures Retaining Liquids

AS4100 Steel Structures

AS4671 Steel Reinforcing

AS4678 Earth-retaining structures

AS5100 Bridge Code

BS8002 Earth Retaining Structures

BS8081 Ground Anchorages

BS8110 Concrete Structures

BS8102 1990 Code of Practice for Protection of Structures Against Water from the Ground

ACI-318M – 02

Eurocodes

ISO 6897 - 1984



1.2.2 Specifications

The following specifications form part of the contract documents produced by Robert Bird Group:

Early works general requirements

Earthwork

Insitu concrete

Concrete formwork

Concrete reinforcement

Concrete finishes

Piling

Post tensioned concrete

Structural steel

Shotcrete

Temporary rock anchors

Permanent rock anchors

Masonry

Monitoring program

Structural Performance Brief Perimeter Earth Retention Systems

Structural Technical Brief Perimeter Earth Retention Systems

1.2.3 Consultant reports

The following reports will be used to obtain critical design information and provide guidance during structural design:

Geotechnical reports by Coffey Geotechnics Pty Ltd

2 Design Loads and Performance Criteria

2.1 BCA Structural Importance Level

The structural importance level assessed under the BCA-13 is:

Structural Importance Level 3.

2.2 Design Life

The design life for the Crown Sydney Project is 50 years.

2.3 Primary Loads



2.3.1 Gravity loads

2.3.1.1 Dead Load

For the purpose of the design of slabs, beams and the strength design of walls and columns the self weight of concrete shall be taken as 24kN/m3.

For axial shortening calculations and vibration analysis concrete self weight may be taken as per the supplier’s recommendations but not less than 23.5 kN/m3.

The self weight of structural steel sections will be as per the manufacturers data. For fabricated sections the self weight of structural steel shall be taken as 78.5 kN/m3.

2.3.1.2 Superimposed dead load

Unless noted otherwise the superimposed dead load allowances given here will include an allowance for floor finishes, ceiling finishes, light weight partitions, mechanical and hydraulic services, joinery and fixtures. Masonry partition weights and machinery plinths or supports are to be calculated separately. These loads are the minimum loads to be adopted for slab and beam design. These loads may be modified for column shortening calculations and frequency assessment of the building. A check calculation of the required floor load must be carried out to verify the load below is applicable. The check calculation should use the component base loads listed below.

Lobbies 2.5kPa

Porte Cochere 5.0kPa

Car park levels 0.5kPa

2.3.1.3 Live loads

Unless noted otherwise the following minimum live loads are to be used for design. These are derived from AS1170.1 and the client brief.

Lobby , public spaces 5.0kPa

Plant Rooms 5.0kPaMin.

Lime Street Roadway 15.0kPa

Planters Above Ground (assume min 600mm deep) 4.0kPa

Escape Stairs 4.0kPa

Porte Cochere 10.0kPa

Car park levels 2.5kPa

Car Stacker area 5.0kPa

Loads due to dynamic effects of machinery are to be verified separately. Impact loads in the car park are to be assessed in accordance with AS1170.

2.3.2 Wind Loads

Annual probability of exceedance 1:1000

Region A2

Terrain Category 3

Terrain Category 4 from East

V1000 = 46m/s (ultimate)

V100 = 41m/s (for serviceability)



V5 = 32m/s (for occupancy comfort)

Wind direction multiplier Md = 0.95

Shielding multiplier Ms = 1.0

Topographic multiplier Mt = 1.0

2.3.3 Earthquake Loads

Annual probability of exceedance, P= 1/1000

Kp = 1.3

Site Sub-Soil Class = Ce

Hazard Factor Z =0.08

Structural Ductility Factor, 2

Structural performance Factor, Sp = 0.77

2.3.4 Hydrostatic Loads

Annual probability of exceedance 1:50

Design Level RL2.2m

Ultimate Combination factor 1.2

2.3.5 Serviceability

Generally the load combinations for strength will be derived from AS1170.

2.4 Ultimate Strength and Stability Performance Criteria

The element capacities shall be greater than or equal to the design action effect.

Ru >= S*

2.5 Serviceability Performance criteria

2.5.1 Floor design criteria

2.5.1.1 Deflection

Incremental Deflection

General Span/500 or 25mm (whichever is less)

Supporting masonry Span/1000

Cantilevers Cantilever/250

Long Term Deflection

Slabs Span/250 or 25mm (whichever is less)

Beams Span/500 or 25mm (whichever is less)

Supporting Masonry Span/500

Cantilevers Cantilever/125 or 25mm (whichever is less)



Total allowable 30mm to end spans

(Slab + Beam) 25mm to internal spans

2.6 Structural Modelling

The lateral system for the building will be modelled using ETABS. The model will be a three dimensional model. Two separate models will be produced, a serviceability model and a strength model. The serviceability model will be used for frequency analysis to assess the building against the serviceability performance criteria. The strength model will be used for the structural strength design of the lateral system.

2.7 Material Properties

The following material properties will be adopted in the design.

2.7.1 Reinforcement properties

All reinforcing steel shall be in accordance with AS4671.

Normal ductility deformed bar grade 500 shall be used.

High strength stress bar shall have a minimum 0.1% proof stress of 810MPa. Modulus of elasticity shall be as per manufacturer’s data.

2.7.2 Concrete Properties

Characteristic (28 Days) Concrete Compressive Strength f’c (MPa)

Modulus of Elasticity Ec Mpa

25 27500 32 31000 40 34500 50 38000 60 41000 70 43400 80 44700

Creep coefficients – Code coefficients will be adopted.

Shrinkage strain – Code coefficients will be adopted.




2.7.4 Cover requirements

The exposure classification shall be as follows:

Basements A1

FRL shall be as follows:

Basements 90/90/90

Plant rooms 90/90/90



Cover Schedule

The following are minimum covers and where greater are required by AS3600 for fire or durability the code shall govern.

Characteristic (28 Days) Concrete Compressive

Strength f’c (MPa)

Cover to outer most reinforcement layer

(mm) internal general


(mm) Commercial and Retail internal


(mm) external general

25 25 40 n.a. 32 25 40 40 40 25 40 30 50 25 40 25 60 25 40 25 70 25 40 25 80 25 40 25 90 25 40 25 100 25 40 25

2.8 Crack control

The minimum degree of crack control adopted for the basement will be moderate as defined in AS3600. Generally all external slabs shall have a continuous top mat of reinforcement. Slabs that have significant restraint may require more stringent crack control.

All post tensioned slabs shall have a minimum P/A of 1.4MPa in the secondary direction for crack control calculations.

3 Footings

3.1 Tower footings

The tower footings are proposed as a series of barrette elements socketed into class II sandstone. These will be further refined in size and socket depth as the structure design progresses. Large diameter bored piers may also be considered for the lighter loaded helical columns. These will also be socketed into class II sandstone.

Foundations will be further covered in a performance specification.

3.1.1 Concrete Properties

Characteristic (28 Days) Concrete Compressive Strength f’c (MPa)

Modulus of Elasticity Ec MPa

40 34500 50 38000 60 41000




3.1.3 Cover requirements

Minimum cover shall be 75mm bottom and sides, 50mm top. 100mm to barrettes



4 Basement Structure

The Basement structure comprises two main areas, site 1B to the East and Site 1 C to the West, each with a different construction methodology proposed. A permanent movement joint is proposed between site 1B and site 1C. The basement accommodates parking, Loading Dock and some plant areas and is three levels below ground. This report specifically covers the Site 1C area. The basement shoring system is proposed as a perimeter diaphragm wall (D wall) which will act as the temporary and permanent retaining wall. The wall will be a design and construct package let as an early works item. The D wall will be constructed in 6m panel widths under bentonite and panels will be 800mm – 1200mm thick as determined by the wall contractor. The panels will extend a minimum of 0.5m into class IV or better sandstone and some will extend further based on the individual panel design loads. The D wall is covered by separate specifications covering performance and technical requirements as referenced above. The wall will be designed as a waterproof element in the basement zone in accordance with relevant design codes. The performance specification defines the level of water tightness. A maximum inflow through the wall of 0.75 litres per minute is specified for the entire 1C site D wall. The Brief contains additional watertightness requirements: No more than ten per cent of the wall can appear damp. No free flowing water is acceptable, and there is to be no ponding of water at the joint between the wall and the B 3 Hydrostatic slab. Occurrence of any of these would be regarded as a defect and rectification is required under the brief. These requirements are set at a level higher than the environmental analysis of vapour generation to ensure the quality of watertightness expected from the design and construct D wall Contractor. The sequence of work is such that temporary anchors are not required for lateral support however some vertical anchors may be adopted for overturning and shear resistance to in plane forces if required by the contractor. The basement to Site 1 C which is under the main tower is proposed to be constructed using a top down top up construction sequence to reduce total construction time. The proposed sequence is detailed in the Basis of Design Report but essentially it has ground floor slab cast first followed by the B1 slab, then B3 slab and finally the B2 slab. The tower will be constructed above ground floor simultaneously with excavation and construction of the basements. Tower foundations will be a mix of barrette piles and bored piles socketed into class II or better sandstone. The podium columns and basement columns beyond the tower footprint will be bored piles socketed into rock with a cast in steel plunge column section required to suit the top down top up construction sequence.

The basement structure requires the B3 slab to be designed as a hydrostatic slab to resist uplift from ground water. The groundwater level fluctuates tidally and is generally between RL0.5m and RL 1.0m. The basement 3 slab and piles will be designed to resist Groundwater to RL2.2m being the flood level based on a minimum annual probability of exceedance of 1:50. An ultimate load factor of 1.2 will be taken for hydrostatic action. The B3 slab is generally 1200mm thick with local thickenings or drop panels 1600mm thick at columns and wall supports to increase punching shear capacity. The slab is heavily reinforced due to the extremely high uplift loads. The slab will be cast on a waterproof membrane system which will be laid on a blinding slab. The membrane will be protected by a protection board as required prior to placement of the B3 slab reinforcement. The membrane system will be specified by the Project Architect and is the primary waterproofing defence for the B3 slab. We understand that a Perfrufe cold fusing membrane system is proposed. The B3 slab will also be designed as a waterproof element using the provisions of BS8102 as a second line of defence against water ingress. All joints will contain waterstops and construction joints will include hydrophilic waterstops as well as re-injectable seals.



Temporary dewatering is required to excavate and cast the basement slab and the groundwater and excavated material are subject to existing contamination. Refer the environmental consultant for contamination and remediation treatments. The hydrostatic uplift after de-watering is turned off exceeds the self-weight of the basement and ground floor structure and so permanent tension piles will be required to hold the structure down in zones outside the tower footprint. These will be bored piles socketed into rock to provide sufficient uplift resistance as well as being capable of resiting downwards loads from dead and live loads. Suitable measures will be required to prevent issues of heat of hydration and differential heat of hydration when casting the B3 slab. Measures such as chilled water, low heat cement and insulation may be required to ensure heat of hydration and differential temperatures are controlled in the B3 slab. The B 2 slab is proposed to be cast on conventional formwork and comprises a reinforced slab and band beams. Some of the larger spans have post tensioning in the band beams. The B1 slab is largely a flat slab to Site 1C to suit easier top down construction. The slab will be mainly conventionally reinforced with only a few post tensioned band beams adopted in large span areas near the loading dock. The Ground floor slab is to be cast on conventional formwork and as such a banded slab has been adopted. Post tensioning is used in heavy load areas and long span areas. Basement columns will comprise barrettes piles and steel lined bored piers in the tower area and concrete encased fabricated steel plunge columns in the areas outside the tower footprint. The encased columns will also contain conventional reinforcement. The fabricated section is designed for a temporary load suited for the construction sequence and is embedded below founding level and encased in a reinforced concrete bored pier. The bored pier is sized for the permanent load case and will socket into class II sandstone or better. The steel section is encased in stabilised sand/ weak-mix grout from the underside of pile cap level to ground level. This is removed during top down excavation. The slabs are attached to welded steel seats on the way down and the column is ultimately concrete encased after the lowest basement is cast. Plunge column sizing will be detailed after a further program session with Lend Lease so as to establish steel column load demands based on the actual program. Sizing can vary considerably depending on the percentage of final load the steel section is required to carry. The final concrete column sizes in the top down basement area are impacted by the required steel plunge sections and will be advised after plunge column sections are calculated.

Brisbane Office Robert Bird Group Pty Ltd ABN 67 010 580 248 ACN 010 580 248 Level 5 333 Ann Street Brisbane Qld 4000 PO Box 7035 Riverside Centre Brisbane Qld 4001 Australia

P: +61 (0) 7 3319 2777 F: +61 (0) 7 3319 2799

www.robertbird.com

Documents

60247139 ORWN RPT050 20141210 G