New Western Sydney University, Bankstown City Campus

Taylor Thomson Whitting (NSW) Pty Ltd (ACN 113 578 377) as trustee for the Taylor Thomson Whitting NSW Trust

(ABN 59 514 956 558) I Consulting Engineers Level 3, 48 Chandos Street, St Leonards NSW 2065

Structural Design Report

New Western Sydney University, Bankstown City Campus

Prepared for Walker Corporation / 13 August 2020

191530

New Western Sydney University, Bankstown City Campus 13 August 2020 Structural Design Report 191530

Taylor Thomson Whitting (NSW) Pty Ltd © 2020 Taylor Thomson Whitting of 12

Contents

1.0 Executive Summary .................................................................................................................. 3

2.0 Scope ....................................................................................................................................... 3

3.0 Reference Documents............................................................................................................... 3

4.0 Geotechnical Investigation ........................................................................................................ 4

5.0 Proposed Development ............................................................................................................. 4

5.1 Foundations .................................................................................................................... 4

5.2 Basement Slab ................................................................................................................ 5

5.3 Shoring Walls .................................................................................................................. 5

5.4 Superstructure ................................................................................................................ 5

5.5 Vertical Structure............................................................................................................. 5

5.6 Tower Cantilever ............................................................................................................. 6

6.0 Design Parameters ................................................................................................................... 6

6.1 Loads .............................................................................................................................. 6

6.2 Serviceability ................................................................................................................... 8

7.0 Future Coordination and Structural Considerations .................................................................... 9

8.0 Safety In Design...................................................................................................................... 10

Appendix A Safety In Design Register .............................................................................................. 11

Appendix B Structural Drawings ....................................................................................................... 12



1.0 Executive Summary

Taylor Thomson Whitting (NSW) Pty Ltd has been appointed as the structural design consultant for the new Western Sydney University (WSU) Bankstown City Campus (BCC) project at 74 Rickard Road, Bankstown. This project is a proposed new development which will host up to 2000 students on any one day across am and pm when built by 2022.

The total site area is approximately 3678 square metres. The proposed tower has 19 stories including ground floor, together with 2-story underground carpark. The building structure is proposed to be a conventional post tensioned slab and band beam system, with reinforced concrete coulmns and cores. The core located at the mid-eastern side of the building, consists of 8 lift cores and two stair cores that is joined together by header beams. Foundations comprise pad-footings sitting on the rock and a 600mm / 900mm diameter soldier pile shoring system.

A significant feature if the design will be a substantial cantilevered area above level 14, which consists of composite slabs supported by steel beams and a steel vierendeel truss on the western elevation. The floor is tied back to the main structure by inclined steel tension members.

2.0 Scope

The scope of this report is to summarise the following design aspects:

• Shoring wall and temporary wall anchors design.

• Foundations such as pad footings, spring stiffness, long term deformations, etc – subject to Early Works DA;

• Shoring wall design and temporary wall anchors – subject to Early Works DA;

• Structural steel and composite structures: · Steel Columns; · Steel & Composite Beams; · Steel to Steel Connections; · Steel to Concrete Connections; · Fire Protection (by others).

• Concrete Structures: · Concrete Columns; · Concrete Walls including header beams; · PT slab design; · Transfer beams · Stairs.

• Composite slabs.

3.0 Reference Documents

The following Australian Standards have been used in the detail design phase:

AS 1170.0-2002 Structural design actions Part 0: General principles

AS 1170.1-2002 Structural design actions Part 1: Permanent, imposed and other actions

AS 1170.2-2011 Structural design actions Part 2: Wind actions

AS 1170.4-2007 Structural design actions Part 4: Earthquake actions in Australia

AS 3600-2018 Concrete structures

AS4100-1998 Steel Structures

AS 2327.1-2017 Composite Structures



Consultant Report

Geotechnical Report 86462.00.R.002.Rev0 Geotechnical Investigation August 2018 by Douglas Partners.

4.0 Geotechnical Investigation

The site is located in gently undulating terrain where natural surface slopes are estimated to be about 5% towards the south. The surface contours in the area of the site indicate that the site is located within a slight drainage depression into which surface waters from the north and north-east drain.

Douglas Partners Report 86462.00.R.002.Rev0 Geotechnical Investigation August 2018, summarises the subsurface profile as below:

▪ Filling and residual clays overlying extremely low and very low strength rock to depths between 4.2m and 6.8m, below which depth the rock becomes quite variable in strength between test locations, underlain by;

▪ Generally low to medium strength with significant thicknesses of very low to low and medium to high strength layers then;

▪ Medium and high to very high strength siltstone and sandstone which extends below depths between

12.2 and 14.8m.

Groundwater depths have been measured within the rock from monitoring wells on the site with depths

ranging from 7.9 m to 8.9 m (RL 14.9 m to RL 16.4 m).

5.0 Proposed Development

5.1 Foundations

Depending on the depth of the excavation the material exposed at the bulk excavation level is likely to be very low strength shale or better. Typical design bearing capacities for the different rock strengths are summarised in Table 9 in the geotechnical report.

Foundation

Maximum Allowable Pressure Maximum Ultimate Pressure

End Bearing (kPa)

Shaft Adhesion (Compression)

End Bearing (kPa)

Shaft Adhesion (Compression)

Extremely Low Strength Rock 700 70 2,500 100

Very Low to Low Strength Rock 1,500 150 5,000 200

Medium Strength Rock 3,500 350 20,000 1,000

Medium to High Strength Rock 8,000 800 100,000 2,500

The foundations for the columns/walls will be pad footings proportioned based on the allowable bearing pressures in this Table.

Some columns or walls may be located directly on the shoring system, with the proposed shoring piles being sized to carry the loads to the medium and medium/high strength rock.



5.2 Basement Slab

Tthe geotechnical engineer has confirmed that the long term design water table below the base of the lowest basement slab. Further they have confirmed that the basement slab does not need to be designed for long term hydrostatic pressures provided that a drainage system is installed under the slab to relieve any hydrostatic pressure build-ups.

Therefore, the basement B2 slab has been designed as a slab on grade, however, we would recommend the addition of hydrostatic pressure relief valves or stand pipes at regular centres throughout the slab.

The project Hydraulic Engineer should seek advice from Douglas on likely inflow rates for the design of the sub-soil drainage system.

5.3 Shoring Walls

Based on the above Douglas Partners advice, Taylor Thomson Whitting carried out a design of the site retention system. We are proposing the retention system for the northern, eastern and southern elevations to be a drained ø600 mm soldier pile wall, with infill shotcete panels spanning between the piles. The piles will be temporarily tied back with post tensioned ground achors, sized to minimise the movement of the wall. Soldier piles have benn sized assuming a maximum 2.4 m spacing. The Western wall cannot have temporary ground anchors and has therefore been designed as ø900 mm cantilever soldier pile wall with socket into rock sized to suit.

Soldier pile walls are quite common in Sydney where major long term hydrostatic pressures are not present. They are probably the most cost effective site retention system used as the number of piles is dramatically reduced in favour of shotcrete infill panels. At each shotcrete panel a vertical strip drain is placed that links to the subsoil drainage system so that in the event of localised hydrostatic pressure build-ups behind the wall, the strip drain provides the pressure relief.

It should be noted that soldier pile walls may appear wet due to localised water penetration. It is recommended that drywall be placed in front of the soldier pile with an appropriate dish drain at each slab level to collect any water seepage. The proposed design of the basement allows for a such a wall to be constructed.

The temporary lateral restraint to the shoring walls will be provided by two rows of post tensioned ground anchors. The SWL of ground anchors is specified on the DD shoring elevations. These anchors will be destressed once the permanent structure is built, that provides the lateral restraint to the soldier pile walls. We note that in our opinion this is the safest solution to providing the temporary restraint, as it provides a clear site for construction of the building, If alternatives such as temporary braces were used, there is a significant risk of them being knocked or damaged suring construction, with a consequent movement in the gound outside if the site.

The portion of the shoring wall next to the ramp along the south boundary is proposed to be restrained by the slab and ramp systems at the Basement 1 level, resulting in the typical spacing of the piles being maintained Please refer shoring elevations for details.

5.4 Superstructure

The building has been designed primarily as a concrete frame with traditionally reinforced walls and columns with post-tensioned suspended floors. Post-tensioned slabs will be designed by D & C subcontractors.

5.5 Vertical Structure

Reinforced concrete columns have been adopted throughout the building and generally aligned through the building height to minimise the requirements for transfer structures. Typically the columns for the basement slabs will be constructed internally to the shoring line. As the suspended slab is post tensioned this option reduces the restraint that would be provided by the shoring wall, enabling a more efficient design of the slab and reducing the risk of cracking.



All core walls are specified as reinforced concrete and generally retain the same geometry over the full height of the building. The selected contractor may choose to either build the walls conventionally or jump the walls ahead of the slab working deck using a jump form. Our expectation is the walls will be constructed with a modular jump form system.

5.6 Tower Cantilever

A significant feature if the design is the substantial cantilevered floor area above level 14, which consists of composite slabs supported by steel beams and a steel vierendeel truss on the western elevation. The floor is tied back to the main structure by inclined steel tension members.

Horizontal forces are transferred through the floor edge beams back through the structure to the concrete core.

6.0 Design Parameters

6.1 Loads

In general, all loads and load combinations shall comply with AS/NZS 1170 Parts 0 to 4 structural Design Actions. Live load reductions will be applied as permitted by AS/NZS 1170.1. Generally, the design loads are:

Permanent Actions – Dead Loads

The dead load shall be considered as the self-weight of the structure plus an allowance for services, toppings, walls and ceilings which vary significantly throughout the site.

The additional dead loads should not be less than the following:



Area Services, ceilings, partitions etc.

Commercial areas 1.5 kPa

Ground Floor 2.0 kPa

Multi-purpose Space 5.0 kPa

Car Park Areas 0.5 kPa

Plant and concrete roof areas 2.2 kPa (Includes 1kPa allowance for metal deck roof over).

Non-trafficable roof (no steel roof over) 1.2 kPa

No façade or masonry wall loading is included in the above loads. We will allow for a façade loading of 1 kPa which equates to approximately 3.5 kN/m depending on the floor to floor heights. This will need to be confirmed once the façade type and extent is developed. In areas, with a full glass façade, the loading could be reduced to around 0.5kPa.

It is assumed that all internal partitions will be of lightweight stud construction and specific allowance will be made for masonry partitions if required. In particular, masonry walls will most likely be required around services risers and additional band beams will be quired around the major risers.

Imposed Actions – Live Loads

Area Uniformly Distributed Actions Concentrated Actions

Commercial Areas 3.0 kPa 2.7 kN

Ground Floor 3.0 kPa 4.5 kN

Multi-purpose Space 5.0kPa 4.5 kN

Library 7.5kPa 4.5 kN

Stair and Corridors 4.0 kPa 4.5 kN

Office Areas 3.0 kPa 2.7 kN

Car Parking 2.5 kPa 13 kN

Truck areas up to 10,000 kg gross mass

5 kPa 31 kN

Plant and Utility Areas Plant loads or 5.0 kPa (minimum) 4.5 kN (minimum)

Landscaping 5.0 kPa (minimum) 4.5 kN (minimum)

General Store Rooms 2.4 kPa for each metre of storage height (max 2.1m)

7.0 kN

Compactus 4.0 kPa for each metre of storage height. Locations to be confirmed.

To be calculated

Trafficable Roof 4 kPa 1.8 kN



Non-trafficable Roof 0.25 kPa 1.4 kN

Pattern loading will be considered when determining worst-case scenarios for strength and serviceability where required by AS1170. Live load reductions will be considered for columns, walls and footing design in accordance with AS1170.1. No live load reductions are to be applied to any floor system elements.

Loads in plant areas are to be confirmed by services engineers once layouts are known. Higher loading will be required for large pieces of plant or tanks.

Wind Loads

Wind loads are in accordance with AS1170.2 and based on the following parameters:

New Building:

Region: A2

Importance Level (BCA Table B1.2a): 4

Annual probability of exceeding (BCA Table B1.2b):

1:2500 (ultimate)

1:25 (serviceability)

Regional Wind Speed: Ultimate limit states - V2500 = 48 m/s

Serviceability limit states - V25 = 37 m/s

Terrain Category (all directions): 3

Earthquake Loads

Earthquake loadings shall be in accordance with AS1170.4 – 2007 (Earthquake actions in Australia) and AS/NZS1170.0 – 2002.

New Building:

Hazard Factor (Z): 0.08

Site Sub-Soil Class: Ce (Rock)

Importance Level (BCA Table B1.2a): 3

Earthquake Design Category: III

Barriers

Barriers including parapets, balustrades and railings are to be designed in accordance with Table 3.3 of AS/NZS 1170.1.

6.2 Serviceability

Deflection Limits



Deflection limits for the concrete structures are generally as follows;

Maximum floor deflection

Dead Incremental Live DL + LL

Floors supporting masonry walls

Span/360 Span/10001 Span/500 Span/300 (25mm

max)

Compactus areas N/A Span/7502 N/A 25mm max

Other floor areas Span/360 (20mm max)

N/A Span/500 Span/300 (25mm

max)

1. Areas supporting normal weight masonry partitions. 2. Incremental deflection after compactus installed.

Durability

For concrete elements, this will be achieved by specifying all elements in accordance with section 4 of AS 3600 which sets out requirements for plain, reinforced and post-tensioned concrete structures and members with a design life of 40 to 60 years. Exposure classifications are as follows;

Exposure Classification Elements

A2 Internal

B1 External

A2 – To be confirmed by Geotechnical Engineer In Ground

Protective coatings to structural steel elements shall comply with AS/NZS 2312 and ISO 2063 for the long-term protection category.

Fire Resistance Levels

The BCA type of construction required for this building will be type A. Fire Resistance Levels (FRL) for the structural elements will need to be in accordance with the Specification C1.1 of the BCA. Typically, the FRL (minutes) for concrete structural elements is 120/120/120.

7.0 Future Coordination and Structural Considerations

Items to be further coordinated in the design development phase are listed below:

1. To ensure temporary ground anchors are clear from the zone of influence of Council and Sydney Water assets, detailed checking and verification of survey information is required during the construction stage.

2. A detailed assessment of ground movements is being carried out by Douglas Partners, in particular to

review the extent oand impact of ground movements on the Sydney Water assets that surround the site.



8.0 Safety In Design

Work Health and Safety (WHS) is important to all stages of the project and all stakeholders. Safety in Design (SiD), is the method of identifying design solutions to minimise hazards, not only to improve WHS outcomes but to also potentially reduce associated costs.

The following summarises the most relevant Work Health and Safety Acts and Regulations:

▪ Work Health and Safety Act 2011 – Sect 22: Duties of persons conducting business or undertakings that design plant, substance or structures; describes the requirements for the designer to ensure, so far as is reasonably practicable, that the structure is designed without risks to the health and safety of persons. This section also describes the requirements for risk assessment and communication of the risk assessment results.

▪ Work Health and Safety Act 2011 – Sect 46: Duty to consult with other duty holders; highlights that the designer has a duty, so far as is reasonably practicable, to consult, co-operate and coordinate with other persons who have a duty to the same matter.

▪ Work Health and Safety Regulation 2017 – Reg 36: Hierarchy of control measures; describes the process if it is not reasonably practicable for the designer to eliminate the risks to health and safety. It is the designer’s responsibility to minimize the risk, as far as practicable, by providing mitigation measures and giving rise to a hazard with lesser risk.

Refer to Appendix A for Taylor Thomson Whitting current Risk Register, highlighting potential health and safety hazards relating to the design services provided by Taylor Thomson Whitting, associated with the project during its construction, operational life, maintenance, and de-commissioning. Taylor Thomson Whitting will also be involved with an additional project wide Safety in Design workshop that required input from each of the designers.

Prepared by: TAYLOR THOMSON WHITTING (NSW) PTY LTD

Authorised by: TAYLOR THOMSON WHITTING (NSW) PTY LTD

MICHAEL BARRETT ROBERT MACKELLAR

Technical Director Managing Director

P:\2019\1915\191530\Reports\TTW\200813 Structural Design Report WSU RM lee.docx



Appendix A Safety In Design Register

Walker Corporation Podium 2, 4 Parramatta Square 12 Darcy Street Paramatta NSW 2150 Attention: Patrick Polomka Dear Patrick, As part of Safe Work Australia's 'Safe Design of Structures Code of Practice' (July 2012) which endeavours to foster safer work places, we have recently undertaken a Safety in Design review of our design on the Bankstown City Campus Development project at 74 Rickard Rd, Bankstown. Our review is limited to our scope on the project, namely the Structural Design of the works described in our agreement. Attached is a summary of the findings of our review which identifies potential hazards and risks with the project and provides a method to address those hazards and risks relating to the design. It is a requirement of the Code of Practice for this information to be provided to the Principal Contractor for his review and incorporation into the project’s safety report. Any items designed by a Contractor for the Principal Contractor should be assessed for Safety in Design by the Contractor. For our scope of work shown on the TTW project documentation, we confirm that all hazards/risks have been identified, reviewed and managed, as listed in the following risk register, So Far As Is Reasonably Practicable (SFAIRP). For and on behalf of, TAYLOR THOMSON WHITTING (NSW) PTY LTD in its capacity as trustee for the TAYLOR THOMSON WHITTING NSW TRUST Mike BARRETT Technical Director

Structural Risks and Solutions Register

13/08/2020 191530 SAAA

Taylor Thomson Whitting (NSW) Pty Ltd (ACN 113 578 377) as trustee for the Taylor Thomson Whitting NSW Trust(ABN 59 514 956 558) | Consulting Engineers Level 3, 48 Chandos Street St Leonards NSW 2065

Demolition

Hazard: Overloading existing slabCauses: Heavy construction loads@ risk: Workers

High

4 likelihood

4 consequence

• Demolisher to provide work method statement• Provide floor loading diagram• Check capacity of existing structures• Limit size/speed of construction equipment• Provide temporary propping if required

Medium

1 likelihood

3 consequence

To be discussed with Builder / Contractor

Structural Risks and Solutions RegisterJob: Western Sydney University, Bankstown, Job Number: 191530 SAAA Date: 13/08/2020

Page: 1 of 8

Indentification Initial Risk Rating Risk Mitigation Residual Risk Rating Responsibility


Shoring / Excavation

Hazard: Shoring / excavation collapseCauses: • Inadequate support• Not constructed in accordance with documentation

@ risk: Workers

High

4 likelihood

5 consequence

• Provide appropriate type of shoring and temporary ground anchor

• Provide recommended construction sequence and specification

Medium

1 likelihood

3 consequence

Structural Engineer in coordination with Builder / Contractor, Project Manager and Architect

Hazard: Presence of existing servicesCauses: Shoring or anchors clash with underground services@ risk: Workers

Significant

4 likelihood

3 consequence

• Request site investigation to determine all underground services

• Request and review all available information• Position shoring and temporary ground anchor

to avoid services• Relocate services prior to shoring works

Medium

2 likelihood

3 consequence

To be resolved with Builder / Contractor, Project Manager and Architect

Hazard: Undermine and destabilise any adjacent structuresCauses: • Lack of support• Ground movement

@ risk: Workers and Public

High

4 likelihood

4 consequence

• Structural inspection, site investigation, obtain and review existing drawings

• Provide underpinning sequence

Low

1 likelihood

2 consequence

Structural Engineer

Hazard: Risk of falling/tripping into open excavationCauses: @ risk: Workers

Significant

2 likelihood

5 consequence

Ensure the contractor is aware of this risk and precautions are included in the work method statement to prevent this to happen.

Significant

1 likelihood

5 consequence

Contractor

Hazard: Injury due to noise, vibration, dust & from falling debris includingCauses: • Inadequate technique• Safety equipment not used

@ risk: Workers

Medium

2 likelihood

2 consequence

• Ensure all safety equipment used.• Review method statement prior damplifier• Supervision by qualified staff

Medium

2 likelihood

2 consequence

Builder


Page: 2 of 8



Foundations

Hazard: Poor quality of rockCauses: • Latent site conditions• Insufficient geotechnical advice

@ risk: Client

Significant

3 likelihood

3 consequence

• To be advised following geotechnical advice• Insure there are sufficient boreholes for the

site

Low

2 likelihood

1 consequence

Geotechnical Engineer

Hazard: Building loads increasedCauses: Change in design and floor layout@ risk: Client

Medium

2 likelihood

2 consequence

Confirm design loads early Low

1 likelihood

1 consequence

Client / Structural Engineer


Page: 3 of 8



Concrete worksHazard: Temporary construction penetrationsCauses: Lack of support around the temporary penetrations@ risk: Workers

Significant

4 likelihood

3 consequence

Design floor for both temporary case with penetration and final case with infill slab

Low

1 likelihood

1 consequence


Hazard: Early stripping formwork that results in structural failureCauses: Lack of concrete strength@ risk: Workers

Significant

3 likelihood

4 consequence

• Concrete test required• All PT to be fully stressed and approved prior

to formwork stripping

Medium

1 likelihood

3 consequence


Hazard: Structural failure of cantilevered sections of slabCauses: Lack of temporary support@ risk: Workers

Significant

3 likelihood

4 consequence

Propping requirements to engineer’s details Medium

1 likelihood

3 consequence


Hazard: Structural failure at column transfersCauses: Lack of temporary support@ risk: Workers

High

4 likelihood

4 consequence

Propping needs to stay to engineer’s instruction Medium

1 likelihood

3 consequence


Hazard: Failure of PT anchorageCauses: • Lack of cover• Inadequate concrete strength at stressing• Overhead stressing

@ risk: Workers

Significant

4 likelihood

3 consequence

• Provide adequate cover and anti burst reo• Request concrete test results prior to stressing• Avoid specifying overhead stressing

Low

1 likelihood

2 consequence

Structural Engineer in coordination with Builder / Contractor, Project Manager and Architect

Hazard: Fall into deep beamCauses: Lack of safe walking platform@ risk: Workers

Significant

4 likelihood

3 consequence

Provide protection mesh over beam deeper than 350mm

Low

1 likelihood

2 consequence

Structural Engineer


Page: 4 of 8



Hazard: Lifting heavy reinforcement barsCauses: Heavy Bars@ risk: Workers

Significant

4 likelihood

2 consequence

Limit length of large diameter reinforcement bars Low

1 likelihood

2 consequence

Structural Engineer

Hazard: Prefabricated structural elementsCauses: Fall during erection@ risk: Workers

High

4 likelihood

4 consequence

• Design prefabricated structural elements so they can be erected from above

• Limit size of prefabricated elements

Medium

1 likelihood

3 consequence

Structural Engineer

Hazard: Damage to structure due to penetrations being installed after structure is builtCauses: Cutting tendons or reinforcement@ risk: Workers

Significant

4 likelihood

3 consequence

• Coordinate all penetrations prior to construction

• Builder to receive approval from design engineer for any new penetrations prior to installation

Low

1 likelihood

2 consequence

Services Engineer

Hazard: Failure of Mechanical/Chemical anchors.Causes: Anchors not installed in accordance with manufacturer specification@ risk: Workers

Medium

2 likelihood

2 consequence

• Anchors installation to be carried out by experienced staff

• Obtain manufacturer documents for use on site• Involve manufacturer engineer for testing &

supervision

Medium

2 likelihood

2 consequence

Builder

Hazard: Injury from reinforcement barsCauses: Cuts/abrasions/impaling@ risk: Contractors, Operatives, Workers and Public

Significant

3 likelihood

3 consequence

Length of reinforcement to be kept as short as possible. Minimise projections

Low

1 likelihood

1 consequence

Contractor to provide safety ends to projecting bars.

Hazard: Risk associated with stressing of tendonCauses: • Fall of height slip• Accidental breakage of strands

@ risk: Workers

Medium

2 likelihood

2 consequence

• Check ensure safe platform for stressing• Provide adequate barrier when stressing is

carried out• Do not stress from behind stressing equipment

Medium

2 likelihood

2 consequence

Builder


Page: 5 of 8



Hazard: PT Tendon / Reinforcement / Damage / Moved during concretingCauses: • Inadequate support for tendons / reinforcement• Inadequate support for concrete pump pipeline

@ risk: Workers

Medium

2 likelihood

2 consequence

• Carry out final inspection prior to concreting• Concreting process to be supervised by

experienced staff

Medium

2 likelihood

2 consequence

Builder

Structural Steel

Hazard: Fall at height during erection of steelworkCauses: • Lack of safe working platform• Complicated connections requiring large amounts of

work at height

@ risk: Workers

High

4 likelihood

4 consequence

• Maximise prefabrication• Simple connections• Limit site welds• Provide scaffolding• Use fall arrest systems

Low

1 likelihood

2 consequence

Structural Engineer / Builder

Hazard: Collapse of steelwork during erectionCauses: Insufficient bracing and or propping@ risk: Workers

High

4 likelihood

4 consequence

Provide temporary bracing until permanent component installed

Low

1 likelihood

2 consequence

Builder / Contractor

Facade

Hazard: Fall at height during building maintenanceCauses: • Access for maintenance not considered during

design• No fall arrest system provided

@ risk: End Users

High

4 likelihood

4 consequence

• Structure to be designed for fall arrest loads• In designing facade consideration given to how

facade will be maintained

Medium

1 likelihood

3 consequence

Architect, Structural Engineer and Facade Engineer


Page: 6 of 8



Structural Adequacy

Hazard: Integrity of the structure in strength and stabilityCauses: Insufficient design@ risk: Workers and Public

Significant

2 likelihood

4 consequence

• Follow design brief• Work to be carried out in accordance with TTW

design procedure and QA system

Medium

1 likelihood

3 consequence

Structural Engineer

Hazard: Overloading structure during constructionCauses: Construction loads exceed design loads@ risk: Workers

High

4 likelihood

4 consequence

• Provide temporary bracing/propping if required

• Construction loads to be checked by engineer• Loading information for all hoist, cranes,

forklifts etc to be submitted to design engineer for checking prior to use

Medium

1 likelihood

3 consequence


General Siteworks

Hazard: Disruption to the adjoining owners or users during constructionCauses: Poor planning and lack of communication with all stakeholders@ risk: Public and Client

Significant

4 likelihood

2 consequence

• Keep all stakeholders informed• Provide staging and sequence documentation

as required

Low

1 likelihood

1 consequence


Hazard: Construction not in accordance with design documentationCauses: Misinterpreted drawings@ risk: Client and Workers

Significant

4 likelihood

2 consequence

• Regular site inspections• Clear and coordinated design documentation• Adequate site supervision

Low

1 likelihood

1 consequence


Prepared By:Taylor Thomson Whitting (NSW) Pty Ltdin its capacity trustee for the Taylor Thomson Whitting NSW Trust

Nicholas FREELAND

Authorised By:Taylor Thomson Whitting (NSW) Pty Ltdin its capacity trustee for the Taylor Thomson Whitting NSW Trust

Mike BARRETTTechnical Director


Page: 7 of 8



Legend:

Insignificant = 1 Minor = 2 Moderate = 3 Major = 4 Catastrophic = 5

Almost Certain = 5 Significant Significant High High High

Likely = 4 Medium Significant Significant High High

Possible = 3 Medium Medium Significant Significant High

Unlikely = 2 Low Medium Medium Significant Significant

Rare = 1 Low Low Medium Medium Significant

Likelihood Consequence

Almost Certain

Is expected to occur in most circumstances

Catastrophic Severe adverse impact - (Death)

Likely Will probably occur in most circumstances

Major Major adverse impact - (Extensive Injuries)

Possible Might occur at some time Moderate Moderate adverse impact - (Medical treatment required)

Unlikely Could occur at some time Minor Minor adverse impact - (First aid treatment)

Rare May only occur in exceptional circumstances

Insignificant Insignificant adverse impact - (No injuries)

Risk Control Actions

High The risk is unacceptable. Eliminate the design feature

Significant High Priority for action

Medium Responsibility to be allocated

Low Manage by routine procedure and control


Page: 8 of 8Taylor Thomson Whitting (NSW) Pty Ltd (ACN 113 578 377) as trustee for the Taylor Thomson Whitting NSW Trust(ABN 59 514 956 558) | Consulting Engineers Level 3, 48 Chandos Street St Leonards NSW 2065


Taylor Thomson Whitting (NSW) Pty Ltd © 2020 Taylor Thomson Whitting Page 12 of 12

Appendix B Structural Drawings

SHORING ISOMETRIC

SHORING NOTES1. Test records shall be provided for test loadings of all anchors.2. Any variation in the location or inclination of anchors will require re-

calculation of the required working loads and shall be notified to the engineer for approval.

3. All anchors shall be located so as to avoid all services and pits.4. Refer to structural performance brief - piles and ground anchors5. Piles are to be designed in accordance with AS2159 by the contractor

to the requirements of the specification.6. The pile design and installation shall follow the recommendations outlined in the geotechnical report No 86462.00 dated August 2018 prepared by

Douglas PartnersAny additional geotechnical investigation work deemed necessary shall be

at the contractor's expense.7. Any necessary re-design of of pile caps to suit alternative systems shall

be at the expense of the contractor. Refer shoring elevations for pile size8. Prior to commencing on site, the contractor must submit for approval:

(a) pile type proposed(b) pile size(s), reinforcement details, founding depths and design

certificate. The design certificate is to certify the pile design is inaccordance with AS2159 for the loads listed in the piling scheduleand be signed by a NPER registered engineer experienced in the typeof piling proposed.

(c) a shop drawing setting out all pile locations from grid9. The contractor is to coordinate the location of all underground services and to be responsible for ensuring that these are either avoided or relocated as appropriate.10. The contractor shall provide a NPER registered engineer to supervise the

pile installation.11.At the satisfactory completion of the work the contractor shall provide

an inspection certificate signed by a NPER registered engineer.

Place concrete of the following characteristic compressive strength f'c as defined in AS 1379.

EXPOSURE CLASSIFICATION :

CONCRETE NOTES

CONCRETE

External - B1Internal - A2

Location

Shoring Piles

f'c MPa at 28 days

Specified Slump

Nominal Agg. size

S40 80 20

10. Indicates slab or band thickness

1. Use Type 'GP' cement, unless otherwise specified.2. All concrete shall be subject to project assessment and testing to AS 1379.3. Consolidate by mechanical vibration. Cure all concrete surfaces as directed

in the Specification.4. For all falls in slab, drip grooves, reglets, chamfers etc. refer to the

architect's drawings and specifications.5. Unless shown on the drawings, the location of all construction joints shall

be submitted to engineer for review.6. No holes or chases shall be made in the slab without the approval of the

Engineer.7. Conduits and pipes are to be fixed to the underside of the top reinforcement

layer.8. Slurry used to lubricate concrete pump lines is not to be used in any

structural members.9. All slabs cast on ground require sand blinding with a Concrete Underlay

175

FORMWORK

1. The design, certification, construction and performance of the formwork, falsework and backpropping is the responsibility of the contractor.

2. The proposed method of installation and removal of formwork is to be submitted to the Superintendent for comment prior to work being carried out.

FOOTING NOTES

1. Foundations have been designed for: Allowable Bearing Pressure - 3500 kPa (Medium strength rock)

- 8000 kPa (Medium to high strength rock)

Allowable Side Shear - 350 kPa (Medium strength rock)- 800 kPa (Medium to high strength rock)

Reactivity Class - A to AS 2870

2. Foundation material is to be inspected and approved by the geotechnicalengineer before casting footings.

3. Refer to geotechnical report No. 86462.00 dated August 2018 by Douglas Partners4. Locate all pipes, retaining walls and excavation outside a 1:2

( vertical:horizontal ) zone of influence from the bottom edge of the footing.5. Where side shear is required to be developed, clean and roughen thesides

of the excavation to the satisfaction of the geotechnical engineer.6. Footings shall be located centrally under walls and columns unless noted

otherwise.7. Footings to be constructed and backfilled as soon as possible following

excavation to avoid softening or drying out by exposure.8. Contractor is to allow for cost of geotechnical inspections and any required

certification.

SHORING WALL NOTES

GROUND ANCHORS

1. The design, supply, installation and tensioning of ground anchors, bolts and nails shall be carried out in compliance with the relevant Australian Standards and the Geotechnical Report. Anchorage lengths and curing times shall be determined by the Geotechnical Engineer.

2. Anchors, bolts and nail holes should be thoroughly cleaned and the bond grout should be allowed to cure before proof stressing.

3. Grouting shall conform to the requirements of AS 3600 and The Concrete Institute "Recommended Practice For Grouting 1982"

4. For proof stressing loads refer to the Geotech Report.5. Records of all anchor extensions and test loadings are to be

submitted to the Geotechnical Engineer for review.6. Modifications to the arrangement shown on the drawings will require

recalcuation of the required working loads and shall be notified to the Geotechnical Engineer for approval.

7. Safe Working load shown is the force required after all losses of prestress, including draw in.

8. All anchors, bolts and nails shall be located so as to avoid all services and pits etc.The contractor is to determine the location of all services etc prior to installation of anchors.

9. Any variation in location or inclination of anchors, nails and bolts shall be submitted to the Geotechnical Engineer for approval.

10. For ratio of ultimate load capacity of anchor to safe working load refer to the Specification.

11. For temporary and semi-permanent anchors the length of tendon protruding beyond wedge grip is not to be less than 600mm to enable monitoring.

12. For corrosion protection requirements refer to the Geotechnical Report.

13. Do not destress temporary or semi-permanent anchors until the Geotechnical Engineer's approval has been obtained.

14. For temporary and semi-permanent anchors : After destressing anchors, remove anchor head and wales. Cut strands at the face of pile and grout fill ducts. Make good piles with an approved epoxy repair mortar. Note: this is a minimum requirement. Contractor is to refer to Council requirements if anchors are to be fully removed.

PNEUMATICALLY APPLIED CONCRETE

1. Concrete to shoring walls to be pneumatically applied in one continuous operation. Concrete to be proportioned to achieve a batch target strength of 32MPa.

2. The pneumatically applied concrete shall be cured by keeping continuously wet over a period of not less than 7 days after placement or by other approved means.

3. Pneumatically applied concrete is to be placed by an experienced operator.

CONSTRUCTION SEQUENCE

1. Set out and drill holes for soldiers.2. Install and plumb soldiers as detailed and backfill holes with

1 : 12 - cement : sand mix.3. Excavate locally and place top row of anchors as specified.4. Place wedges on ground anchors to resist movement of wall.5. Excavate down to horizontal CJ.6. Place shotcrete wall as per the drawings.7. Stress the ground anchors to Design Loads after concrete is a

minimum of 4 days old.8. Continue second stage as above.

Note: Piling designer must supply shop drawings and calculation packages to TTW in accordance with requirments stated in TTW performance specification.

GENERAL NOTES1. These drawings are for structural purposes only and are to be read in

conjunction with the specification, architectural drawings, other contract documentation and the requirements of the relevant authorities.

2. Verify all setting out dimensions with the Architect.3. Do not obtain dimensions by scaling the structural elements.4. Should any ambiguity, error, omission, discrepancy, inconsistency or other

fault exist or seem to exist in the contract documents, immediately notify in writing to the Superintendent.

5. Maintain the structure in a stable condition during construction. Temporary bracing/shoring shall be provided by the contractor to keep the structure and excavations stable at all times, ensuring that no part of the documented structure becomes overstressed. For all temporary batters obtain geotechnical engineer's recommendations.

6. All workmanship and materials shall be in accordance with the requirements of current Standards Australia codes and the bylaws, ordinances or other requirements of the relevant building authorities.

7. All proprietary items are to be installed and fixed in accordance with the manufacturers specifications and instructions.

8. All work is to be carried out in accordance with all Workcover requirements and occupational health and safety act regulations

9. Construction using these drawings shall not commence until a Construction Certificate is issued by the Principal Certifying Authority.

Column loads : Refer to Elevation Drawing

DESIGN LOADS:

Surcharge loads on all shoring walls: 20kPa

Taylor Thomson Whitting (NSW) Pty Ltd operates under Safe Work Australia's Code of Conduct for the Safe Design of Structures.These drawings shall be read in conjunction with the Taylor Thomson Whitting Transfer of Information Letter and Structural Risk and Solutions Register.Under the Code of Conduct it is the Client's responsibility to provide a copy of the Structural Risk and Solutions Register to the Principal Contractor.It is the Principal Contractor's responsibility to review the hazards and risks identified during the design process to ensure a safe workplace ismaintained for the construction, maintenance and eventual demolition of the structure.

SAFETY IN DESIGN

REINFORCEMENT NOTES

1. Fix reinforcement as shown on drawings. The type and grade is indicated by a symbol as shown below. On the drawings this is followed by a numeral which indicatesthe size in millimetres of the reinforcement.

N Hot rolled ribbed bar grade D500NR Plain round bar grade R250NSL Square mesh grade 500LRL Rectangular mesh grade 500L

2. Provide bar supports or spacers to give the following concretecover to all reinforcement unless otherwise noted on drawings.

Footings - 50 top, 50 bottom, 50 sides.

Beams - 25 bottom, 25 sides, 25 top to ties.35 when exposed to weather or ground

3. Cover to reinforcement ends to be 50 mm UNO.4. Provide N12-450 support bars to top reinforcement as required.

Tension Lap UNO5. Maintain cover to all pipes, conduits, reglets, drip grooves etc. 6. All cogs to be standard cogs unless noted otherwise.7. Fabric end and side laps are to be placed strictly in accordance

with the manufacturers requirements to achieve a full tensile lap.Fabric shall be laid so that there is a maximum of 3 layers at any location.

FABRIC LAPS

8. Laps in reinforcement shall be made only where shown on the drawingsunless otherwise approved. Lap lengths as per table below.Gap between lapped bars to be no more than 3 bar diameters as per AS3600 clause 13.2

25

COMPRESSION LAPS

960

800

640

1120

1280

1440

TENSION LAPS

N12

N16

N20

N24

N28

N32

N36

1500

480

700

950

1250

1150

800

570

1850

2250

2700

1500

1800

2100

ALL OTHER BARSTOP BARS IN BANDSAND BEAMS

BARSIZE

N16

N20

N24

N28

N32

N36

BAR SIZE

EARLY WORKS DRAWING LIST

Drawing No. Drawing Name

S1001 SHORING AND FOOTING PLAN

S1011 SHORING ELEVATIONS

S1021 SHORING SECTIONS - SHEET 1

S1022 SHORING SECTIONS - SHEET 2

S1031 SHORING DETAILS - SHEET 1

74 RICKARD RD BANKSTOWN NSW 2200

BANKSTOWN CITY CAMPUS DEVELOPMENT

B10 1 2 3 54 6 7 8 9 10

Architect

Authorised

Drawing No

Scale : B1

Job No Revision

Sheet Subject

Project

Rev Description Eng DateDraft

Drawn

This drawing is copyright and is the property of TAYLOR THOMSONWHITTING (NSW) Pty Ltd and must not be used without authorisation.

THIS DRAWING TO BE READ IN CONJUNCTION WITH ALL RELEVANT NOTES ON DRAWING NO. S001

BANKSTOWN CITY CAMPUS DEVELOPMENT 74 RICKARD RD BANKSTOWN NSW 2200

Level 3, 246 Bourke Street Melbourne Victoria 3000LYONS

Structural Engineer

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+61 2 9439 7288 | 48 Chandos Street St Leonards NSW 2065

NOT TO BE USED FOR CONSTRUCTION

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ARC MB

191530 S0101

EARLY WORKS COVERSHEET

P1 01.07.20PRELIMINARY ISSUE KBMB

P2 28.07.20PRELIMINARY ISSUE ARCNJF

P2PRELIMINARY

S0

10

1P

2

EARLY WORKS PACKAGE

SHORING AND FOOTING PLANSCALE 1:100

1. NUMBER AND SPACING OF SHORING PILES/SOLDIERS IS INDICATIVE ONLY. REFER TO SHORING DETAILS FOR MAXIMUM SPACING. EXACT NUMBER OF PILES TO BE DETERMINED BY THE CONTRACTOR.2. REFER TO SHORING WALL ELEVATIONS FOR CUT OFF LEVELS AND FOUNDING LEVELS OF SHORING PILES / SOLDIERS.3. DETAILED EXCAVATION OF FOOTINGS, TRENCHES ETC IS NOT INCLUDED ON THIS DRAWING.

4. DENOTES BOREHOLE LOCATIONS. REFER TO GEOTECHNICAL REPORT BY DOUGLAS PARNTERS DATED AUGUST 20185. THE EXCAVATION IS TO BE INSPECTED BY THE GEOTECHNICAL ENGINEER EVERY 1500 OF EXCAVATED DEPTH.7. REFER TO SERVICE CONSULTANTS DRAWINGS FOR TERMINATION / DIVERSION OF EXISTING SERVICES.8. ALL SERVICES CROSSING THE SHORING WALL BELOW THE CAPPING BEAM ARE TO BE LOCATED BETWEEN PILES.

THE CONTRACTOR IS TO CO-ORDINATE THE LOCATION OF SERVICES AND PILES.9. THE CONTRACTOR IS TO CO-ORDINATE THE LOCATION OF SHORING PILES AND GROUND ANCHORS SO THAT THEY DO NOT CLASH WITH FUTURE COLUMNS AND SERVICES.10.PILES ADJACENT TO PAD FOOTINGS TO EXTEND BELOW THE BASE OF THE FOOTINGS / EXCAVATION. REFER TO SHORING ELEVATIONS.11. GEOTECHINCAL ENGINEER TO CONFIRM MINIMUM ULTIMATE PASSIVE PRESSURE OF PF1'S IS 1200kPa.12. PILING DESIGNER MUST SUPPLY SHOP DRAWINGS AND CALCULATION PACKAGES TO TTW IN ACCORDANCE WITH REQUIREMENTS STATED IN TTW PERFORMANCE SPECIFICATION.

C E HGF

A

1

2

4

6

7

8

9

10

5

B

D J

BE - RL:17.770

SW1

SW

2

SW

4

SW5

SW

6S

W7

CH45c

CH45c

CH45c

CH45c

PF1

PF1

PF1

PF1

PF1

457x12.7 CHS TEMPORARY INTERNAL SHORING STRUTS TYPICAL

1700mm x 1700mm x 400mm DEEPTEMPORARY FOOTING FOR STRUTS

CAPPING BEAM FOR SW7 T.B.C.

BE - RL:16.770

CH45c

PF1

PF1

PF1

PF1

PF7 PF9

PF14

PF5 PF5 PF5 PF14

PF14

PF7PF7PF7

PF14

PF8

PF2

PF10

PF12

PF2

PF12

PF3

PF3

PF2 PF3

PF3

PF12

PF5

PF12

PF5

PF8 PF8 PF11 PF11

PF5 PF5 PF5 PF5

PF5

PF6PF8

PF8 PF8

PF8

PF8

PF1

PF13

PF13

PF13

PF13

PF13

PF13

PF13

PF13 PF13PF13

PF13

PF13

PF13

PF13

PF13

PF13

PF13

PF13

PF13

PF12

PF8

BE - R

L:14

.770

BE - R

L:14

.730

FB1

EXISTING CULVERT LOCATION

CH45c

CH45c

CH45c

CH45c

CH45c

CH45c

CH45c

SW

9

SW

8

BE - RL:16.730

B10 1 2 3 54 6 7 8 9 10

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ARC MB

191530 S1001

SHORING AND FOOTINGPLAN

P1 04.06.20ISSUED FOR INFORMATION KBMB




P4PRELIMINARY

S1

00

1P

4

PAD FOOTING SCHEDULE

MARK LENGTH WIDTH DEPTH

PF1 1700 1700 400

PF2 3500 3500 2300

PF3 3000 3000 2000

PF5 1100 1100 2000

PF6 2000 2000 1000

PF7 3700 1700 2000

PF8 2500 2500 2000

PF9 4000 2200 2000

PF10 1500 800 600

PF11 2800 2800 2000

PF12 1200 800 600

PF13 1500 550 300

PF14 1100 1100 800

FOOTING BEAM SCHEDULE

MARK WIDTH DEPTH

FB1 1100 2000

FOOTINGS UNDER REVIEW

GROUND LEVEL

BASEMENT 1

BASEMENT 2

C E HGF

23800

24100

ASSUMED EXISTING GROUND LINE

24580

TA2TA2

TA2

TA2TA2 TA2

TA2TA2

TA2TA2

TA2TA2

TA2TA2

TA2TA2

TA2

TA2 TA2TA2

TA2

2S1021

1S1021

GR

OU

ND

2500

BE

L OW

LOCALLY EXTEND PILES ADJACENT TO FOOTINGS

COLUMN LOADSSERVICE = 2800kNULTIMATE = 3600kN


TA3TA4

TA4TA4

TA4TA4

TA4TA4

TA4

1530

1530

25300

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1 P1

P1

P1

P1

P1

P1

P1 P2

P1

500

REFER DRAWING S1031 FOR DETAILS

CB1

P1

P1

P1

P1

TA2

P1

PILES AT 1500 SPACING PILES AT 1500 SPACING PILES AT 1500 SPACING

TA2

TA3

TA2TA2TA2

500

500

PILES AT 1500 SPACING1500 SPACING

PILES AT

TA3

GROUND LEVEL

BASEMENT 1

BASEMENT 2


24000

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1

TA1

5S1021

3S1021

TA2

4S1021

ALLOWABLE BEARING PRESSURE 8000kPa AND SOCKET 4100 INTO ROCKRL SHOWN IS APPROX

TA1TA1






P2

P2

P1

P1 P

1

P1

P1 P

2

P2

P1

P1

P1 P

1

P2

P2

P1 P

1

P1

P1 P2

P2

P1 P

1

P1

P1

P2

13630 14600

13000

11600

ALLOWABLE BEARING PRESSURE 8000kPaRL SHOWN IS APPROX



11600



CB2

BE

L OW

GR

OU

ND

2 50 0

GROUND LEVEL

BASEMENT 1

BASEMENT 2

23900


TA1TA1

TA1

6S1021

GR

OU

ND

2500

BE

LOW

P2

P1

P1


CB1


GROUND LEVEL

BASEMENT 1

BASEMENT 2


23900

TA1TA1

GR

OU

ND

2500

BE

LOW

TA1


P1

P1

P1

P1

P1


CB1

GROUND LEVEL

BASEMENT 1

BASEMENT 2

23900

24130


TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1TA1

TA1

TA1

23450

8S1021

9S1021

7S1021

GR

OU

ND

2500

BE

LOW





TA1TA1


TA1

P1 P

1

P1

P1

P1

P1 P1

P1

P1

P1 P

1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1 P2


CB1

GROUND LEVEL

BASEMENT 1

BASEMENT 2

23950

2345024130

24590


TA1

10S1021

CH45

c

CH45

cCH45

c

CH45

c

CH45

c




TY

PIC

AL

2500

MA

X

P2

P2

P2

P2 P2

P2

P2 P

2

P2 P

2


CB2

GROUND LEVEL

BASEMENT 1

BASEMENT 2

26100

ASSUMED EXISTING GROUND LINE 11

S1021

TA2



CH

45

c

CH

45

c

CH

45

c

P2 P2 P

2

P2

P2 P

2

P2

P1


CB2

GROUND LEVEL

BASEMENT 1

BASEMENT 2

6

23950

24615


CAPPING BEAM FOR SW7 T.B.C.

P2

P2

P2

P2

P2

CH

45

c

CH

45c


CB2

MARK

SW1

SW2

SW3

SW4

SW5

SW6

SW7

SW8

SOCKET LENGTH

3500

3100

3100

3100

3100

1500

1500

1500

SHORING SOCKET LENGTH SCHEDULE

GROUND LEVEL

BASEMENT 1

BASEMENT 2

CH

45

c

CH

45

c

CH

45c

CH

45c

P2

P2

P2

P2

P2

P2

P2



CB2

B10 1 2 3 54 6 7 8 9 10

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Scale : B1

Job No Revision

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191530 S1011

SHORING ELEVATIONS





P4PRELIMINARY

S1

01

1P

4

Scale: 1 : 100ELEVATION - SW1




Scale: 1 : 100ELEVATION - SW5 Scale: 1 : 100

ELEVATION - SW6


ANCHOR LOADS

MARK SWL

TA1 690.00 kN

TA2 800.00 kN

TA3 500.00 kN

TA4 250.00 kN


1. PILE SPACING 2400mm MAX.2. 200mm THICK SHOTCRETE WALLS3. REFER TO DRAWING S1031 FOR DETAILS

NOTE.

PILE SCHEDULE

MARK DIAMETER

P1 600

P2 900


GROUND LEVEL

BASEMENT 1

BASEMENT 2

1

LOW STRENGTH ROCK

MEDIUM STRENGTH ROCK

EXISTING STORMWATER PIPES

ZONE OF INFLUENCE

23135

2500

MIN

TY

PIC

AL

EXISTING GROUND

RICHARD ROAD

BO

UN

DA

RY

TEMPORARY SHORING TO BE PROVIDED BY CONTRACTOR TO FORM CAPPING BEAM GROUND LEVEL

BASEMENT 1

BASEMENT 2

1

EXISTING CULVERT

LOW STRENGTH ROCK


22585

24305

ZONE OF INFLUENCE

EXISTING GROUND RICHARD ROAD

BO

UN

DA

RY

GROUND LEVEL

BASEMENT 1

BASEMENT 2

J


LOW STRENGTH ROCK

EXISTING GROUND

BO

UN

DA

RY

GROUND LEVEL

BASEMENT 1

BASEMENT 2

J


LOW STRENGTH ROCK

EXISTING GROUND

BO

UN

DA

RY

BASEMENT 1

BASEMENT 2

9


LOW STRENGTH ROCK

EXISTING GROUND

BO

UN

DA

RY

BASEMENT 1

BASEMENT 2

10

LOW STRENGTH ROCK


PROPOSED SEWER LOCATION

2000mm DIA. ZONE OF INFLUENCE FOR PROPOSED SEWER

EXISTING SERVICE TO BE REMOVED. REFER TO CIVIL DRAWINGS

EXISTING STORMWATER EXISTING GROUND

ZONE OF INFLUENCE

BO

UN

DA

RY

BASEMENT 1

BASEMENT 2

10


EXISTING STORMWATER



LOW STRENGTH

ROCK


EXISTING GROUND

ZONE OF INFLUENCE

BO

UN

DA

RY

GROUND LEVEL

BASEMENT 1

BASEMENT 2

10




LOW STRENGTH ROCK


ZONE OF INFLUENCE

EXISTING GROUND

EXISTING STORMWATER PIT

EXISTING STORMWATERBO

UN

DA

RY

GROUND LEVEL

BASEMENT 1

BASEMENT 2

AB

LOW STRENGTH

ROCK

MEDIUM STRENGTH

ROCK

REFER TO DRAWINGS S1022 FOR WESTERN SHORING WALL INSTALLATION SEQUENCE

PF1

EXISTING GROUND

BO

UN

DA

RY

GROUND LEVEL

BASEMENT 1

BASEMENT 2

J


LOW STRENGTH ROCK

EXISTING GROUNDBO

UN

DA

RY

GROUND LEVEL

BASEMENT 1

BASEMENT 2

AB

LOW STRENGTH

ROCK

MEDIUM STRENGTH

ROCK

EXISTING GROUND

CH45

c

PF1

TY

PIC

AL

2500

MA

X

REFER TO DRAWINGS S1022 FOR WESTERN SHORING WALL INSTALLATION SEQUENCE

BO

UN

DA

RY

B10 1 2 3 54 6 7 8 9 10

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Job No Revision

Sheet Subject

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Structural Engineer

TENDER NOTES1. These drawings are preliminary drawings issed for tendering purposes

only as an indication of the extent of works only. They are not a complete set of construction drawings and are not to be used for construction.

2. To determine the full extent of work, these drawings shall be read in conjunction with the architectural drawings and other contract documents. Allow for all items shown on architectural and other drawings as not all items are shown on the structural drawings.

3. Should any ambiguity, error, ommision, discrepancy, inconsistency or other fault exist or seem to exist in the documents, immediately notify, in writing, to the superintendent.

4. Rates shown on these drawings are for the final structure in place and do not allow for any wastage, rolling margins, over supply or fabrication requirements etc.

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191530 S1021

SHORING SECTIONS -SHEET 1



P2PRELIMINARY

S1

02

1P

2

SECTIONScale 1 : 50 S1011

1 SECTIONScale 1 : 50 S1011


3





8



11


4


10

CONTRACTOR TO PROVIDE TEMPORARY SHORING, OR TEMPORARY BATTERS AS

REQURIED IN ORDER TO FROM CAPPING BEAMS

GROUND LEVEL

BASEMENT 1

BASEMENT 2

AB

LOW STRENGTH ROCK


EXISTING GROUND

INSTALL PILE AND CAPPING BEAM

BO

UN

DA

RY

GROUND LEVEL

BASEMENT 1

BASEMENT 2

AB

LOW STRENGTH

ROCK

MEDIUM STRENGTH

ROCK

EXISTING GROUND

EXCAVATE DOWN TO STRUT HEIGHT

LOCALLY EXCAVATE FOR INSTALLTION OF STRUT AND FOOTING

INSTALL SHOTCRETE WALL DOWN TO EXCAVATION LEVEL

BO

UN

DA

RY

GROUND LEVEL

BASEMENT 1

BASEMENT 2

AB

LOW STRENGTH

ROCK

MEDIUM STRENGTH

ROCK

EXISTING GROUND

EXCAVATE DOWN TO BULK LEVEL

BO

UN

DA

RY

B10 1 2 3 54 6 7 8 9 10

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191530 S1022

SHORING SECTIONS -SHEET 2



P2PRELIMINARY

S1

02

2P

2

Scale: 1 : 50WESTERN WALL SHORING WALL SEQUENCE - 1



FUTURE SLAB

FILL REBATE WITHWATERPROOF MORTAREQUAL TO VANDEX

50 x 30 REBATE

REFER WALLSCHEDULE FORFABRIC SIZE

LINE OF PIERBEHIND

NOTE: REFER GEOTECHNICALREPORT FOR EXTENT OFEXCAVATION FOR POSITIONOF CONSTRUCTION JOINTS (C.J)

300 WIDE DRAINAGESTRIP

REMOVE LATTANCEBEFORE COMMENCINGSECOND POUR

C.J.

4

1

BO

UN

DA

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EXCAVATION LEVEL

TEMPORARY GROUND ANCHORS REFER SHORING ELEVATIONS AND SCHEDULE FOR LOAD REQUIREMENTS

LINE OF SHOTCRETEWALL BEHIND

TOP OF PILE

OF ANCHORSREFERELEVATIONS

FUTURE SLAB

FUTURE CONCRETESTRUCTURE

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STEEL ANCHOR SUPPORTTO CONTRACTORS DETAIL

MAKE GOOD PILE AFTERREMOVAL OF ANCHOR

REFER SHORING SECTIONSON DRAWING No.S3 FORGROUND ANCHOR ANGLES

LC

TYPICAL PILE SECTION

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SCALE 1:20

N16-1000 DOWELS x 750 LONGDRILL 22 DIA x 150 HOLE ANDGROUT WITH HILTI HIT-HY 200.MINIMUM OF 2 DOWELS PER PANEL

300 WIDE DRAINAGE STRIP AT 1500 MAXIMUMCENTRES FOR FULL HEIGHT OF EXCAVATION.PROVIDE 50 DIA WEEP HOLES AT LOWEST BASEMENT LEVEL

PILE CENTRELINE

FABRIC SIZE AS NOTED ONTYPICAL SHOTCRETE WALL ELEVATION

TYPICAL SHOTCRETE WALL PLAN

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SCALE 1:20

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"Z" BARS EACH FACE SAME SIZE AND SPACING AS MAIN REINFORCEMENT

600

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COG 300TYPICAL

CORNER BARS SAME SIZE AND SPACING AS SIDE FACE REINFORCEMENT. TENSION LAP

TYPICAL CAPPING BEAM PLAN AT CORNERS

= =

LAP

TENSION

LAP

TENSION

TENSION LAP

TENSION LAP

200

100

F A B R I C N O T E

FABRIC TO BE A CONTINUOUS SHEET BETWEEN SOLDIERS

FABRIC IN WALLS TO BE LAID THUS. U.N.O.

.

.

.. ...

FA

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SCALE 1:50

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N12-400600 LONG

TYPICAL SHOTCRETE WALL REINFORCEMENT LAYOUT

.. ...

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50 x 30 REBATE WITHWATERPROOF MORTAREQUAL TO VANDEX

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2N12 SPACERS

REMOVE LAITANCEBEFORE POURING SLAB

N16-300 N.S.O.E.PROJECT 500ABOVE JOINT

4

1

EXISTING GROUND LEVEL

TYPICAL C.J. AT TOP OF WALL

600

SCALE 1:10

750

600

1050

600

CAPPING BEAM TYPE DETAILS

CB1 CB2

SCALE 1:20

B10 1 2 3 54 6 7 8 9 10

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TENDER NOTES1. These drawings are preliminary drawings issed for tendering purposes

only as an indication of the extent of works only. They are not a complete set of construction drawings and are not to be used for construction.

2. To determine the full extent of work, these drawings shall be read in conjunction with the architectural drawings and other contract documents. Allow for all items shown on architectural and other drawings as not all items are shown on the structural drawings.

3. Should any ambiguity, error, ommision, discrepancy, inconsistency or other fault exist or seem to exist in the documents, immediately notify, in writing, to the superintendent.

4. Rates shown on these drawings are for the final structure in place and do not allow for any wastage, rolling margins, over supply or fabrication requirements etc.

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191530 S1031

SHORING DETAILS - SHEET1





P4PRELIMINARY

S1

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1. SLABS ON ROCK TO BE CAST ON 2 LAYERS OF CONCRETE UNDERLAY (0.2mm THICK HIGH IMPACT RESISTANCE FILM TO AS/NZS 4347) OVER 50mm MINIMUM OF 10mm MAXIMUM AGGREGATE SIZE.

2. REINFORCE SLABS ON GROUND WITH 1 LAYER OF SL92 FABRIC TOP THROUGHOUT 30 COVER3. ALL LEVELS AND FALLS TO ARCHITECTS DETAILS.4. REFER TO HYDRAULIC ENGINEERS DETAILS FOR ALL SUB SOIL DRAINAGE, TRENCHES, SUMPS, PITS AND GRATED DRAINS U.N.O.5. BW1 DENOTES 190 CORE FILLED BLOCK WORK. ALLOW N16-400 HORIZONTAL AND VERTICAL.

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REFER TO DRAWING S4501 FOR RAMP PLAN AND DETAILS

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REFER TO HYDRAULIC ENGINEERS DRAWINGS FOR DETAILS

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250

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Level 3, 246 Bourke Street Melbourne Victoria 3000

Structural Engineer

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191530 S5011

BASEMENT B2 OUTLINEPLAN

P1 13.08.20ISSUED FOR DA ARCNJF

P1PRELIMINARY

S5

01

1P

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SCALE: 1 : 100BASEMENT 2 OUTLINE PLAN - 180 SLAB ON GROUND U.N.O.

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1. ALL BANDS TO BE 2400 WIDE UNLESS NOTED OTHERWISE.2. ALL BANDS TO BE 350 DEEP UNLESS NOTED OTHERWISE.3. REFER TO ARCHITECTS DRAWINGS FOR LOCATION AND SETOUT OF ALL COLUMNS, WALLS HOBS, PLINTHS AND SETDOWNS.4. ALL LEVELS, FALLS AND WATERPROOF MEMBRANE TO ARCHITECTS DETAILS.5. PROVIDE 1 LAYER OF SL92 GALVANISED MESH TOP 20 COVER TO ALL EXPOSED SLABS.6. ANY PENETRATIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS ARE TO BE SUBMITTED TO THE PRINCIPAL PRIOR TO CASTING CONCRETE.

ALL HYDRAULIC SERVICES ARE TO BE PLACED PRIOR TO CASTING CONCRETE. NO CORING THROUGH CONCRETE IS PERMITTED.

TYPICAL TRIMMER DETAILPROVIDE TRIMMERS AT ALL PENETRATIONS, PITS, ETC

2N16 TOP AND BOTTOM EACH SIDEEXTEND 900 PAST OPENINGCOG 300 AT WALLS ETC

B10 1 2 3 54 6 7 8 9 10

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191530 S5021

BASEMENT B1 OUTLINEPLAN


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SCALE: 1 : 100BASEMENT 1 OUTLINE PLAN - 180 SLAB U.N.O

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191530 S5031

GROUND OUTLINE PLAN


P1PRELIMINARY

S5

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191530 S5041

LEVEL 1 OUTLINE PLAN


P1PRELIMINARY

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191530 S5051



P1PRELIMINARY

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191530 S5061



P1PRELIMINARY

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SCALE: 1 : 100LEVEL 3 OUTLINE PLAN - 200 SLAB U.N.O

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191530 S5071



P1PRELIMINARY

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2400

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B10 1 2 3 54 6 7 8 9 10

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Authorised

Drawing No

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ARC MB

191530 S5081



P1PRELIMINARY

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B10 1 2 3 54 6 7 8 9 10

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ARC MB

191530 S5091



P1PRELIMINARY

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B10 1 2 3 54 6 7 8 9 10

Architect

Authorised

Drawing No

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ARC MB

191530 S5101



P1PRELIMINARY

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1


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6

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700

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700

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B10 1 2 3 54 6 7 8 9 10

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Authorised

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ARC MB

191530 S5111



P1PRELIMINARY

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ALL HYDRAULIC SERVICES ARE TO BE PLACED PRIOR TO CASTING CONCRETE. NO CORING THROUGH CONCRETE IS PERMITTED.7. BW1 ON PLAN DENOTES 190 CORE FILLED BLOCK WORK. ALLOW N16-200 HORZONTAL AND VERTICAL U.N.O.

B10 1 2 3 54 6 7 8 9 10

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ARC MB

191530 S5121



P1PRELIMINARY

S5

12

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B10 1 2 3 54 6 7 8 9 10

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Authorised

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ARC MB

191530 S5131



P1PRELIMINARY

S5

13

1P

1


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B10 1 2 3 54 6 7 8 9 10

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Authorised

Drawing No

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ARC MB

191530 S5141



P1PRELIMINARY

S5

14

1P

1


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400

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B10 1 2 3 54 6 7 8 9 10

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Authorised

Drawing No

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ARC MB

191530 S5151



P1PRELIMINARY

S5

15

1P

1


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1200

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B10 1 2 3 54 6 7 8 9 10

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ARC MB

191530 S5161



P1PRELIMINARY

S5

16

1P

1


ST

EP

ST

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C E HGFA

1

2

4

6

7

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B10 1 2 3 54 6 7 8 9 10

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ARC MB

191530 S5171



P1PRELIMINARY

S5

17

1P

1


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1

2

4

6

7

8

9

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B

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650

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B10 1 2 3 54 6 7 8 9 10

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Authorised

Drawing No

Scale : B1

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ARC MB

191530 S5181



P1PRELIMINARY

S5

18

1P

1


C E HGFA

1

2

4

6

7

8

9

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B10 1 2 3 54 6 7 8 9 10

Architect

Authorised

Drawing No

Scale : B1

Job No Revision

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ARC MB

191530 S5191



P1PRELIMINARY

S5

19

1P

1


C E HGFA

1

2

4

6

7

8

9

10

5

B D J

BO

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1800

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120Bondek

550650

650

650

650

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B10 1 2 3 54 6 7 8 9 10

Architect

Authorised

Drawing No

Scale : B1

Job No Revision

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ARC MB

191530 S5201



P1PRELIMINARY

S5

20

1P

1


C E HGFA

1

2

4

6

7

8

9

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B D J

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UN

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UN

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1800

40bWC

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B10 1 2 3 54 6 7 8 9 10

Architect

Authorised

Drawing No

Scale : B1

Job No Revision

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ARC MB

191530 S5211



P1PRELIMINARY

S5

21

1P

1


C E HGFA

1

2

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New Western Sydney University, Bankstown City Campus

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