Ken Rosewall Arena - New Roof Structure

Tennis NSW

Ken Rosewall Arena - New Roof

Structure

Structural DA Report

Rev A | 1 March 2019

This report takes into account the particular

instructions and requirements of our client.

It is not intended for and should not be relied

upon by any third party and no responsibility

is undertaken to any third party.

Job number 266402

Arup Pty Ltd ABN 18 000 966 165

Arup

Level 5

151 Clarence Street

Sydney NSW 2000

Australia

www.arup.com

| Rev A | 1 March 2019 | Arup

J:\266000\266402-00 KRA TENNIS\WORK\INTERNAL\DESIGN\STRUCT\REPORT\DA\190301 KRA STRUCTURAL DA REPORT_ISSUE REV A.DOCX

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Tennis NSW Ken Rosewall Arena - New Roof Structure Structural DA Report



Contents Page

1 Introduction 1

2 Design Life 2

2.1 Existing Structure 2

2.2 New Structure 2

3 Proposed Structural System 3

3.1 Existing Structure 3

3.2 New Roof Structure & Modifications to Existing Frame 5

3.3 Construction Sequence 7

3.4 Miscellaneous Works 8

4 Design Standards & Sources of Reference 9

4.1 BCA Structural Provisions 9

4.2 Design standards 9

4.3 Other references 10

4.4 Structural Software 10

5 Loading 11

5.1 General 11

5.2 Dead Loads 11

5.3 Superimposed dead and live loads 11

5.4 Roof Loads 12

5.5 Wind Loads 13

5.6 Seismic 14

5.7 Notional loads 14

5.8 Accidental horizontal loads on handrails, barriers, and parapets 14

5.9 Imposed Movements 15

5.10 Blast loads 15

5.11 Geotechnical data 16

6 Performance Criteria 18

6.2 Serviceability 18

6.3 Dynamics 18

6.4 Reinforced and post-tensioned concrete durability 19

6.5 Structural steel corrosion protection 19

6.6 Fire Resistance levels 19

1.1 Protection of Basements from Groundwater 20

7 Materials 21




7.1 Concrete 21

7.2 Reinforcement & Post-tensioning 21

7.3 Structural steel 21

7.4 Wire Rope (Structural Cables) 22

7.5 Sustainable Design 22

Tables

Table 1: BCA Annual probabilities of exceedance

Table 2: Relevant codes and standards

Table 3: Reference documents

Table 4: Structural software schedule

Table 5: Design loading schedule

Table 6: Superimposed dead loads

Table 7: Roof live and rigging loads

Table 8: Wind loading parameters

Table 9: Seismic design parameters

Table 10: Handrail and barrier design loads

Table 11: Imposed movement schedule

Table 12: Geotechnical site investigation reports

Table 13: Serviceability criteria

Table 14: Pfeifer wire rope capacities for selected diameters

Figures

Figure 1: Proposed geometry of new roof - section

Figure 2: Existing superstructure typical section

Figure 3: Existing substructure typical section

Figure 4: Original construction sequence

Figure 5: Proposed roof structure

Figure 6: Proposed roof structure – section

Figure 7: Axial force plot under dead load and cable prestress after erection and stressing




Page 1

1 Introduction

This report summarises the proposed structural form and design criteria for a new

lightweight roof enclosure to Ken Rosewall Arena at the Sydney Olympic Tennis

Centre. The existing perimeter roof canopy will be removed entirely.

The new roof will be a PTFE coated woven glass-fibre fabric clad steel tensile

structure supported from the existing structural framing and foundations, utilising

the circular form of the existing bowl to provide an extremely structurally

efficient and transparent roof structure, maximising the uniformity of natural light

within the arena.

The roof is intended to be a shade and rain cover only, and the stadium operate as

an “outdoor” venue primarily naturally ventilated, and with minimal insulation

and acoustic properties. The roof will not be acoustically or thermally insulated.

With reference to Figure 1 below, the intent is to provide a minimum clearance of

17m to court level and a 4m eaves zone for external views and ventilation. A

central raised roof area will also be provided for ventilation and smoke extract

purposes.

Figure 1: Proposed geometry of new roof - section

The existing structure was designed by Arup between 1997 & 1999 and

completed for the 2000 Olympics.

4m




Page 2

2 Design Life

2.1 Existing Structure

The existing structure was designed for a nominal 50-year design life. It will be

20 years old at the completion of the works.

It is not the intent of this project and the scope of works within to increase the

original design life from the completion of the new works. Elements such as the

existing piles, in-ground concrete works, concrete frame, tiered seating plats, and

structural steel elements will not be investigated, inspected, and tested in order to

certify an increase to the original design life under this scope of works. They will

remain as originally designed with approximately 30 years of their original design

life remaining.

Minimal maintenance to the structure of the building has been undertaken during

its life to date. The following works are intended to be undertaken as part of the

works to ascertain that the existing structure is in adequate condition to continue

in its current function and to support the new roof enclosure:

Reinforced and Prestressed Concrete:

• Inspection and testing of the exposed areas of insitu and precast concrete;

• Specification of any necessary maintenance or repair works to maintain

ongoing serviceability of the superstructure; &

• Specification of ongoing inspection and maintenance programme.

This will be undertaken by a specialist sub-contractor experienced in these works

as briefed by Arup.

Structural Steel including connections:

• Assessment of existing protective coatings (predominantly galvanising)

performance and remaining life;

• Assessment of any locations of loss of structural steel thickness due to

breakdown of existing corrosion protection system;

• Specification of repair works prior to any architectural finishes or coatings.

This will be undertaken by a specialist sub-contractor experienced in these works

as briefed by Arup.

2.2 New Structure

All new structure will be designed for a nominal 50-year design life.

Structural steel will require maintenance and/or re-coating of the corrosion

protection system during the life of the structure.




Page 3

3 Proposed Structural System

3.1 Existing Structure

With reference to Figure 2 and Figure 3 the existing structure is a circular bowl

approximately 100m in diameter at the top of the bowl, with 24 repetitive primary

grids consisting of the following components:

• Insitu concrete bored piles founded within shale bedrock supporting the main

concourse and upper bowl;

• Reinforced concrete pad footings supporting the lower bowl;

• Reinforced concrete ground bearing slab for the east and west terraces;

• Reinforced concrete columns and beams with precast plats for the lower bowl;

• Steel raking beams supported by steel columns with precast plats for the upper

bowl. It is noted that this is a three-dimensional structure. The

circumferential ties at the top of the raker and the top of the roof contribute to

the support the bowl structure. The raker was pre-deflected up during the

original construction and released in two stages after the plats and roof were

constructed; &

• Steel framed roof with metal sheeting erected in prefabricated panels.

The court is asphaltic concrete on granular sub-base layers over natural subgrade.




Page 4

Figure 2: Existing superstructure typical section

Figure 3: Existing substructure typical section




Page 5

Figure 4: Original construction sequence

3.2 New Roof Structure & Modifications to Existing

Frame

The new roof structure is a tension structure, with the tension forces from the

primary radial cables resolved through circular compression rings supported on

the existing columns. These rings resolve the tension in the cables internally

within the structure (similar to a bicycle wheel) such that primarily the gravity and

external loads are transmitted to the existing structure and foundations.

With reference to Figure 5 and Figure 1, the new structure comprises the

following elements:

• New internal columns from top of raker to upper compression ring – attached

to raker at the location of the existing roof column. This column is replaced

due to the need to extend it approximately 1.5m to achieve the required

clearance over to court level;

• Extension of existing raker cranked to the location of the lower compression

ring. This element also manages a component of the tolerance between the

existing as-constructed position and the new roof set-out position;

• New D450 CHS lower compression ring resolving the hogging radial cables –

supported above raker level;

• New D500 CHS upper compression ring resolving the sagging radial cables –

supported at the top of the new columns;

• Struts and bracing elements between the rings;

• Inner tension rings approximately D250 and D300 CHS, with strutting and

bracing between;

• Radial cables (locked-coil wire rope) between the outer compression and

internal tension rings. These cables are up to 50mm in diameter and the

hogging cables split to pass the through column location;

• Circumferential CHS “hoops” for fabric curvature with circumferential ties

resolving hoop axial forces;

• Central secondary roof structure spanning the 20m diameter upper tension

ring. This structure is a series or radial cable trusses supported from the upper

tension ring with a central king-post to upper CHS rafters.




Page 6

Figure 5: Proposed roof structure

Figure 6: Proposed roof structure – section




Page 7

Figure 7: Axial force plot under dead load and cable prestress after erection and stressing

The roof prestress forces and contraction of the compression rings in the final

position provide an equivalent supporting condition to the existing rakers as the

original design and existing constructed condition.

3.3 Construction Sequence

The following overall construction sequence is envisaged. This may be modified

with the specialist roof sub-contractor as the construction details are developed.

• Establish propping frames at the rear of each raker;

• Jack each raker to de-stress existing roof and bowl ties;

• Remove existing roof and internal supporting column back to level of raker;

• Reduce jacking load to raker to documented force;

• Undertake modifications to existing structure:

• Modify connection at base of existing roof column to accept new column

as required;

• Add extension to rear of existing raker to manage tolerance between

existing and new structure and accept new lower compression ring;

• Strengthen existing column/connections below raker.

• Erect new lower and upper compression rings, inner column, and bracing;

• Erect inner lower and upper tension rings and pop-up roof framing;

• Lay out radial cables, struts, and circumferential cables. Stress roof to defined

position, set prestress to documented level, and attach to permanent

connections;

• Install hoops and tension radial cables (if not done during step above);

• Tension inner (pop-up) roof bowstring elements;




Page 8

• Check and confirm prestress in all cable elements;

• Install fabric and tension;

• Check and confirm prestress in all cable elements;

• Remove jacks and jacking frames;

• Complete remedial works to steelwork corrosion protection systems.

3.4 Miscellaneous Works

The following miscellaneous works are intended to be undertaken:

• Repair of existing concrete elements that have suffered spalling or loss of

cover;

• Repair of corrosion protection systems to existing steel elements and

rectification of any loss of steel area that has impacted structural capacity;

• Removal of up to two precast seating plats to increase the height of the court

access opening from the loading dock – both for construction and permanent

function. Trimming works to support adjacent structure will be required.




Page 9

4 Design Standards & Sources of Reference

The design and documentation of the building and associated works shall comply

with the Design Brief Documents and Australian Standards.

Standard Specifications or Codes of the British Standards Institute (BS), German

Standards (DIN), or the American Society for Testing and Materials (ASTM) are

referenced only when a relevant Standards Australia publication does not exist.

4.1 BCA Structural Provisions

Importance Level:

• 3 - Structures designed to contain a large number of people

Table 1: BCA Annual probabilities of exceedance

Design Events for Safety Annual Probability of Exceedence

Wind 1:1000

Earthquake 1:500

4.2 Design standards

Current editions of the following codes and standards will form the basis of the

design:

Table 2: Relevant codes and standards

Code Title

AS/NZS 1170.0 Structural design actions – General Principles

AS/NZS 1170.1 Structural design actions – Permanent, imposed, and other

actions

AS/NZS 1170.2 Structural design actions - Wind actions

AS 1170.4 Structural design actions – Earthquake actions in Australia

AS 1720 Timber Structures Code

AS 2121 Cold Formed Steel Structures Code

AS2159 Piling Code

AS/NZS 2312 Guide to the protection of structural steel against atmospheric

corrosion

AS 2327 Composite structures

AS 3600 Concrete Structures Code

AS 3700 Masonry Code

AS 3735 Concrete Structures for Retaining Liquids

AS 4100 Steel Structures Code

AS 5131 Structural Steelwork – Fabrication and Erection




Page 10

BS 5950-8 Structural use of steelwork in building – Code of practice for fire

resistant design

BS 8102 Code of practice for protection of structures against water from

the ground

BCA Building Code of Australia

4.3 Other references

Additional design guides specific to best practice will be referenced where

appropriate. These include:

Table 3: Reference documents

Number Title Author

Green Guide Guide to Safety at Sports

Grounds

UK Department for Culture,

Media and Sport

Dynamic performance

requirements for permanent

grandstands subject to crowd

action

IStructE, Nov 2001

CCIP-016 Guide on the Vibrations of

Floors

The Cement & Concrete

Association

4.4 Structural Software

The following programs will be used in the design and analysis of the structure:

Table 4: Structural software schedule

Program Function

Oasys GSA General structural analysis

STRAND7 Finite element analysis program

Oasys Compos Compos (composite beam design)

RAPT Reinforced and prestressed concrete design

Limsteel Structural steel design

Limcon Steel connection design




Page 11

5 Loading

5.1 General

All design loads shall be selected and applied in accordance with the relevant

Australian Standard, specifically AS/NZS1170.1 to 1170.4, and the BCA.

5.2 Dead Loads

Dead loads should be calculated on the basis of the following densities:

• Reinforced concrete: 25 kN/m³

• Steel: 78.5 kN/m³

• Masonry: As calculated

• Timber: As calculated

5.3 Superimposed dead and live loads

The following Live loads have been adopted for typical areas in accordance with

AS 1170.2 for new works. Reference is made to the existing structural drawings

for design loads of existing structural elements.

Table 5: Design loading schedule

Area Super imposed dead load Live Load

Uniformly

distributed

Concentrated

Tiered seating 5kPa 4.5kN

Circulation/ concourse

Services 0.5kPa Non-structural topping/finishes 2kPa

5kPa 4.5kN

Internal concourse

Ceiling and services 1.0kPa Finishes 0.5kPa

5kPa 4.5kN

External concourse areas

Services 0.5kPa Non-structural topping 2kPa Landscaping and planting As calculated

5kPa 4.5kN

Toilets Ceiling and services

0.25kPa Tile and Grout topping laid to falls (Max 100mm) 2kPa Partitions 2kPa

2kPa 2.7kN

Plant Ceiling and services 1.0kPa 100mm plinths and finishes 2kPa

5.0kPa or (As calculated based on actual equipment)

9kN

Cool storage (eg. keg rooms)

4.5kPa per metre of height. 15kPa minimum

9kN

Substation 10kPa 7.5kPa 13kN

Non-trafficable roofs

As calculated to include cladding, purlins, louvres, acoustic insulation, soffit/ceiling cladding, and hanging services. Refer

drawings and Section 5.4..

0.25kPa 1.4kN




Page 12

Loading dock Services 0.5kPa

20kPa 66kN

5.4 Roof Loads

5.4.1 Self –weight

Dead load arising from self-weight of the structure will be applied to the analysis

as a gravity load.

Connection details in the cable structure are expected to be clamp connections on

primary cables and fork/fin connections to cable terminations at the cpmpression

and tension rings.

5.4.2 Superimposed dead loads

The following superimposed dead loads are applicable.

Table 6: Superimposed dead loads

Item Description Design superimposed dead load

Fabric cladding Upper surface of roof is clad in PTFE fabric

single layer fabric (no insulation)

Sub-framing support back to primary grid

5kg/ m2

5kg/ m2

Access gantries

(if required)

Self-weight of gantry plus fixings 120kg/m

Sports Lighting Up to 150 lights around the court 50kg per light

Plus 20kg/m for cabling

AV?Speakers Up to equivalent of 8 speakers 500kg

(including speaker and fixings)

500kg (including speaker and

fixings)

Miscellaneous

services

Other possible roof services and rigging

loads not listed above. Including bowl

lighting from roof as well as winch pints to

maintain.

5 kg/m2 over ceiling area

5.4.3 Roof Event loading

The table below provides a summary of different independent maximum loading

scenarios for rigging considered in the design of the roof. These loads are in

addition to the superimposed dead loads above.

These scenarios are not cumulative and cannot be superimposed in full.

Appropriate evaluation of these allowances and combinations thereof to suit

events will need to be developed in future design phases into a reference events

rigging plan that can be consulted.

For high performance events individual assessment and consultation with the

structural engineer will be necessary.




Page 13

Table 7: Roof live and rigging loads

Loading scenario Load location Load

Uniform load Across the cable net roof 25kg/m2

Dedicated point loads Hanging point load at cable

net node locations

1500kg point load on a nominal

10mx10m grid applied to primary

cable net nodes

Central monitor

scoreboard

Upper tension ring at any 4

of the dedicated hanging

points

4000kg

Tension ring line load Upper or lower tension ring 200kg/m any direction

Centre roof king post Bottom central node 500kg

5.5 Wind Loads

A wind tunnel test will be carried out to determine roof wind loads and will be

undertaken in accordance with AS/NZS1170.2 and the AWES guidelines. This

will be undertaken as simultaneous pressure testing with influence surfaces and

areas developed with the wind engineer based on the conceptual roof design and

performance.

The following design parameters have been assessed in accordance with AS/NZS

1170.2:

Table 8: Wind loading parameters

Parameter Value

Region A2

Basic wind speeds:

Ultimate, V1000

Serviceability, V20

46 m/s

37 m/s

Terrain category, TC As calculated by direction

Structure height, Z Varies by direction

Variation of wind speed with height, M(z,cat) As calculated

Structural importance multiplier, Mi 1.0

Topographic multiplier, Mt As calculated

Shielding multiplier, Ms As calculated

Minimum internal pressure coefficient, Cp,i +0.2/-0.3 generally

Area reduction factor, Ka # As calculated, 0.8 minimum

Combined action reduction factor, Kc # As calculated, 0.8 minimum

Local pressure coefficients As calculated

Note: # denotes minimum Ka x Kc = 0.8.




Page 14

5.6 Seismic

Earthquake loading applied to the structural elements and detailing of the seismic

stability system will be in accordance with AS 1170.4 – 2007: Earthquake actions

in Australia for building structures:

Specific AS 1170.4 seismic data is summarised as:

Table 9: Seismic design parameters

Parameter Value

Importance level 3

Hazard factor, Z 0.08

Site sub-soil class Be-(Rock)

Importance level, I 2

Annual probability of exceedance 1/500

Probability factor, kp 1.0

Design earthquake category II

Structural system Table 6.5(A) AS 1170.4

Non-ductile building frame.

u/Sp = 2.6

5.7 Notional loads

Notional lateral loading of 1% of gravity loading will be provided simultaneously

at all floors as a minimum stability requirement in accordance with

AS/NZS1170.0. Tying requirements for individual elements will be in

accordance with AS/1170.0.

5.8 Accidental horizontal loads on handrails,

barriers, and parapets

It is not intended to alter the arrangement or loading capacity of handrails and

barriers within the existing stadium unless otherwise advised by the certifier.

Any new or replacement handrails shall be designed to the loads specified by the

certifier to maintain BCA compliance. Until such time as that information is

available, or should no further guidance be provided, the loading adopted will be

in accordance with the “Guide to safety at Sports Grounds (The Green Guide)” for

stadium seating and associated areas and “AS1170-1: Structural Design Actions –

Permanent, Imposed and Other Actions” for all other areas not covered by the

Green Guide.




Page 15

Table 10: Handrail and barrier design loads

Type of Barrier Horizontal Imposed

Load

Height of applied

load

Barrier for gangways of seating decks,

stairways, landings and ramps aligned at right

angles to direction of spectator movement

3kN/m 1.1m


stairways, landings and ramps parallel to

direction of spectator movement

2kN/m 1.1m


adjacent to end row of seats and protecting

spectators falling sideways

1kN/m 1.1m

Barriers on front row of seats (positioned

within 530mm in front of seats)

1.5kN/m 0.8m

Barriers for gangways in standing areas,

aligned at right angles to direction of spectator

movement

5kN/m 1.1m

Also refer to Diagram 11.1 of the Green Guide.

5.9 Imposed Movements

The effect of imposed movements on the structure will be considered in the

calculations. These include the following types of movement:

Table 11: Imposed movement schedule

Parameter Value

Settlement 1% of footing width at allowable bearing

pressure

Temperature (exterior elements) Maximum range +5°C to +65°C depending

on solar exposure and thermal mass.

Mean temp 20°C. Following variations from

mean:

- Clad steelwork ± 20°C

- Unclad steelwork -20°C to +65°C

- Shaded concrete ± 10°C

Shrinkage As calculated for vertical structure or floor

slabs

Creep As calculated for vertical structure and post-

tensioned floor slabs

Elastic shortening As calculated for vertical structure and post-

tensioned floor slabs

5.10 Blast loads

The building will not be designed for blast forces of any kind.




Page 16

5.11 Geotechnical data

A site specific geotechnical investigation is not required. The new roof will be

founded on the existing piles, and sufficient information exists from the original

investigations and subsequent investigations on adjacent sites.

5.11.1 Reference Geotechnical reports

The following Geotechnical information has been used:

Table 12: Geotechnical site investigation reports

Author Report

Arup Geotechnics Sydney Olympic Tennis Centre, Homebush Bay, Geotechnical

Site Investigation Report, Ref. 10381/500, February 1998.

5.11.2 Seismic Site Classification

Seismic ground assessment to AS 1170.4 is site class Be.

5.11.3 Groundwater

Groundwater was encountered at an RL102.9 AHD during the original

investigation. This will not impact the new works.

5.11.4 Pile design

Assumed design parameters:

Material description Design Parameters

End Bearing (kPa) Shaft Adhesion (kPa)

Shale Class IV

Working loads

(allowable)

1000kPa 100kPa

ULS

Shale Class III

Working loads

(allowable)

3500kPa 350kPa

ULS

• The geotechnical strength reduction factor at ULS shall be in accordance with

AS2159.

5.11.5 High-level Foundations

The site is classified Class H to AS2870.




Page 17

Lightly loaded foundations within the residual clay may be designed based on

100kPa allowable bearing pressure, with due consideration of the highly reactive

classification for the site.




Page 18

6 Performance Criteria

6.1.1 Design Life

Refer to Section 2.

Reference should be made to the relevant material standard regarding

maintenance construction and maintenance assumptions that form the basis of the

design code.

Paint systems used to protect structural elements from corrosion will require

maintenance, typically every 15-25 years.

6.2 Serviceability

The following deflection limits are proposed for the building structure:

Table 13: Serviceability criteria

Element Deflection (total load UNO)

Beams and Slabs: Spans Cantilevers

Generally

Live load only

Supporting articulated masonry

Supporting unjointed masonry

Supporting curtain wall and glazed assemblies

Transfer structures (cumulative at location of

element transferred)

L/250

L/360

L/500 (incremental)

L/1000 (incremental)

L/800 or 15mm max

L/1000 or 12mm max

L/125

L/180

L/250 (incremental)

L/500 (incremental)

L/400 or ±15mm max

L/500 or 12mm max

Roof under wind load L/200 L/100

Wind columns L/240 L/120

Overall wind sway SLS H/500

Storey drift under wind SLS

- Structures supporting glazed walls

in-plane

- Structures supporting glazed walls

out-of-plane

- Free roofs

h/500

h/240

h/120

Storey drift under seismic ULS 1.5%h

Differential settlement L/1000 L/500

6.3 Dynamics

The existing bowl structure is not currently being re-assessed for dynamics under

the scope of this project. Arup recommend that a detailed assessment be

undertaken if the venue is proposed for pop or rock concert use in the future.




Page 19

6.4 Reinforced and post-tensioned concrete

durability

Appropriate concrete grades and reinforcement cover will be specified in

accordance with AS3600 according to the structural element, climatic

environment and ground conditions of the location of the site.

The degree of crack control to be provided in concrete elements (refer AS3600

Clause 9.4.3) generally will be as follows:

• Moderate where contained within enclosed non wash-down areas of the

building (exposure Classification A1)

• Strong degree of crack control for external or internal wash down slabs.

building (exposure Classification B1)

Special attention will be given to location of crack control joints in long runs of

wall and upstands, at points of stress concentration, and in external elements.

6.5 Structural steel corrosion protection

The corrosion protection for the structural steelwork will be dependent on the

location of the steel elements within the building. Systems will be selected in

accordance with AS/NZS 2312 as a minimum specification.

Internal steelwork which is in marginally damp areas where occasional

condensation may occur, such as around the building perimeter and in the vehicle

and plant room areas, will require a higher level of protection than inside the air-

conditioned office space which is permanently dry. For both these internal

environments it is assumed that there is no access for maintenance, and either a

hot dip galvanised (HDG) or multi-build paint system will be specified.

A high standard corrosion protection system is required for all exposed steelwork,

and will require maintenance during the life of the building. A design life of 25

years and warranty period of 10-15 years from the coating supplier and applicator

may be expected.

Care must be taken during handling, transport, and erection to minimise damage

to the coating system that will require making good on site and compromise long-

term performance. This may include wrapping of elements.

The paint system for corrosion protection must be compatible with any required

Fire Protection.

6.6 Fire Resistance levels

Fire resistance levels for structural elements shall be determined in accordance

with the Building Code of Australia and any subsequent approved relaxations

based on approved fire engineered approaches.

Concrete covers are to be in accordance with AS 3600.




Page 20

Structural steel elements shall be provided with passive protection or designed

based on limiting temperatures. Passive protection may include:

• Synthetic vermiculite spray;

• Fire board; or

• Epoxy intumescent.

A fire engineered approach was utilised for the existing building and will be

required reduce the extent of passive protection from the deemed-to-satisfy

requirements.

6.7 Protection of Basements from Groundwater

The design of the basement walls and floors are to be such as to provide

acceptable environmental conditions for the Client.

There are no relevant Australian standards. BS 8102:2009 will be used as a

design guide, which describes four grades of environment to be achieved, and

three appropriate types of construction.




Page 21

7 Materials

The following structural materials are used in the works. Typical design

properties of these materials are listed. These values are to be adjusted and

enhanced as appropriate during the detailed design of the structure.

7.1 Concrete

The requirements of AS 3600 will be applied to all reinforced and post-tensioned

concrete. Typical concrete properties are as follows:

Parameter Value

Grades, f’c 32 to 80 MPa

Short-term E As calculated

Coefficient of thermal expansion 10x10-6 per °C

Basic shrinkage strain As calculated and specified

Basic creep factor As calculated

Poisson’s ratio 0.2

Density

Mass concrete

Reinforced concrete

24 kN/m3

25 kN/m3

7.2 Reinforcement & Post-tensioning

Reinforcement shall comply with AS/NZS 4671 and AS/NZS 4672 respectively.

Parameter Value/Designation

Plain ‘R” bars R250N

Deformed ‘N’ bars D500N

Welded wire fabric D500L & D500N

Young’s modulus 205 x 103 MPa

Post-tensioning strand

(superstrand)

12.7mm fpb = 1870 MPa

15.2mm fpb = 1790 MPa (min)

7.3 Structural steel

Parameter Value

Steelwork density 7850 kg/m3

Yield stress fsy = 250 to 450 MPa

Young’s modulus 205 x 103 MPa

Poisson’s ratio 0.3

Coefficient of thermal expansion 11 x 10 -6 per °C




Page 22

7.4 Wire Rope (Structural Cables)

Wire rope assemblies used in the roof structure shall be equivalent to Locked Coil

or Spiral Strand Cable by Pfeifer – Galfan Coated. All end sockets shall be by the

same manufacturer of the wire ropes, tested and certified to be greater than the

wire rope capacity.

• Modulus of Elasticity: 160 +/- 10 kN/mm2

• Cables sized on: Nuls ≤ 0.6* Breaking load

N(Dead+ prestress) ≤ 0.4*Breaking Load

Table 14: Pfeifer wire rope capacities for selected diameters

Pfeifer ref Diameter Characteristic Breaking Load

PV40 21 dia 405 kN

PV60 26 dia 621 kN

PV150 40 dia 1520 kN

PV240 50 dia 2380 kN

7.5 Sustainable Design

The following aspects of materials selection will be considered where appropriate:

• Concrete mix requirements – specifically Portland cement and natural aggregate replacement with industrial waste products;

• Steel reinforcement – recycled content and prefabrication; &

• Structural steel – recycled content and design for disassembly.

Ken Rosewall Arena - New Roof Structure

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