Structural and Civil Schematic Design Report

Taylor Thomson Whitting (VIC) Pty Ltd, (ACN 113 578 386) as trustee for the Taylor Thomson Whitting VIC Trust (ABN 17 517 306 844) Consulting EngineersLevel 13, 379 Collins Street, Melbourne VIC 3000

Schematic Design Report -

Structural and Civil

National Vietnam Veterans Museum

Prepared for Architectus / 23rd December 2020

204087

Taylor Thomson Whitting (VIC) Pty Ltd © 2020 Taylor Thomson Whitting

STANDARDS NCC 2019 Volume 1 and 2

AS/NZS 1170.0:2002 General Principles Part 0: General Principles

AS/NZS 1170.1:2002 Permanent, imposed and other actions

AS/NZS 1170.2:2002 Wind actionsAS/NZS 3500.3:2003, Plumbing and drainage, Part 3: Stormwater drainage Austroads Guide to Pavement Technology Part 2: Pavement Structural Design. Urban Stormwater Best Practice Environmental Management Guidelines, CSIRO 2006Australian Rainfall and Runoff - A Guide to Flood Estimation 2019 (ARR 2019)

DOCUMENT REVISION STATUS

Issue Revision Issue Date Issued By

Rev. 0 0 31/07/2020 Ankita PremiRev. 1 1 10/08/2020 Ankita PremiRev. 2 2 23/11/2020 Ankita Premi

Prepared by: Ankita PremiJake Barnes

Alejandra Acosta Hermosillo

Project Director: Atreyu de Lacy

Architectus 23rd September 2020 Schematic Design Report – Structural and Civil 204087

Taylor Thomson Whitting (VIC) Pty Ltd © 2020 Taylor Thomson Whitting of 32

Contents

1.0 Introduction...............................................................................................................................5

2.0 Site Context ..............................................................................................................................6

2.1 Existing Site Conditions .................................................................................................6

2.2 Predevelopment Authority Advice ..................................................................................7

3.0 Civil Engineering Basis of Design ............................................................................................9

3.1 Stormwater Design and existing infrastructure ..............................................................9

3.2 Best Practice Environmental Management Guidelines. .................................................9

3.3 Wetland and open channel drainage. ............................................................................9

3.4 On-Site Detention.........................................................................................................10

3.5 Site Grading and Preliminary Earthworks Estimates ...................................................10

4.0 Design Working Life ...............................................................................................................11

5.0 Design Load Assumptions......................................................................................................11

5.1 Live Loads....................................................................................................................12

5.1.1 Visitor Services................................................................................................12

5.1.2 Exhibition Spaces............................................................................................13

5.1.3 Support Services .............................................................................................16

5.2 Superimposed Dead Loads..........................................................................................17

5.2.1 Visitor Services................................................................................................17

5.2.2 Exhibition Space..............................................................................................18

5.2.3 Support Services .............................................................................................19

5.2.4 Travel Paths ....................................................................................................19

5.3 Green Roof Loading.....................................................................................................20

5.4 Thermal Labyrinth ........................................................................................................22

5.5 Wind .............................................................................................................................23

5.6 Earthquake...................................................................................................................23

6.0 Structural Design Principles ...................................................................................................24

6.1 Structural Framing Typologies .....................................................................................24

6.2 Earth Retaining Structures ...........................................................................................25



6.3 Basement .....................................................................................................................28

6.4 Robustness (Consequence Class)...............................................................................29

6.5 Fire Resistance Level (FRL) ........................................................................................29

Appendix A ......................................................................................................................................................30

Schedule of Heavy Items .......................................................................................................30



1.0 IntroductionThis report has been prepared for Architectus and provides high-level guidance regarding the Structural and Civil Engineering design considerations for the National Vietnam Veterans Museum, at 24 Churchill Road, Newhaven, Phillip Island.

The current museum is located at 24 Veterans Drive and will be relocated to ensure long term preservation of museum’s artefacts. The new museum is intended to cater to up to 200 visitors in addition to 15-30 staff and volunteers. It also includes the provision for large multi-purpose areas capable of hosting up to 300 people. The museum will host a wide range of users, and with accessibility being a key consideration, is currently intended to be a single storey structure.

The new structure will expand space available for the current collection, accommodate revenue generating activities and create a dedicated space for support functions.

Figure 1. Early Stage Adjacency Diagram, Architectus

See below for a detailed list of functional areas:

Visitor Services Exhibition Space Support Services

Foyer/Ticketing Cloak Retail Café/Kitchen Education First aid room

Indoor/outdoor and multi-purpose spaces

Photo galleries/ dioramas Displays of personal effects like

medals Small equipment display like

radar units, guns, ammunition

Areas for staff use:

Offices Kitchenettes Change rooms Toilets Libraries



Visitor Services Exhibition Space Support Services

Toilets Car parks Storage BOH/Loading

Large vehicles and trucks Tanks, helicopters and planes Indoor + outdoor memorial

space.

Restoration andconservation space

Rubbish storage/removal Generators/HVAC

equipment.

The museum preserves and tells the story of a key piece of history and intends to engage with the community while providing space for education and reflection. It aspires to integrate into its environment and utilize natural sunlight, rainwater harvesting, water reuse and provision for on-site storm water treatment. These aspirations and discussions with the larger design team have informed the concepts presented in this report.

2.0 Site Context

2.1 Existing Site Conditions

The site is zoned agricultural land, and is in a naturally low-lying area, north of Phillip Island Road and west of Churchill Road. The site is approximately 40Ha.

The site falls from west to east, then falling away to the north with flows clearly being directed from the existing dams overflow toward Churchill Island to the north. Sourced GIS data indicates that there is approximately 7m fall across the length of the site, with grades ranging from 1:60 to 1:120, essentially a softly graded site.

Broadly speaking, the site is flat, however, there is a significant level change in the south west quadrant of the site, approximately 3.5m. This has been taken into consideration in terms of structure location and utilising the natural form of the land to highlight the building architecture.

The site is wet and soft under foot and has no formalised drainage control with the exception of a swale that runs north though the property which may assist with directing site runoff to the existing wetland/dam.

Preliminary investigation indicates the Tidal Wetlands north of the site are within an Environmentally Sensitive Overlay. Further guidance from council will be required to establish stormwater quality treatment requirements for the site if outfall is directed to this zone.



Figure 2. GIS data contours showing Australian Height Datum (AHD) in m

2.2 Predevelopment Authority Advice

The following tasks have been done as part of the civil engineering investigation:

Dial Before You Dig applications have been undertaken and the information received has been drawn into the site plan to locate existing services infrastructure within the road reserve.

Legal Point of Discharge is not applicable at this stage. The proposed drainage strategy discharges into existing open drain.

VicPlan Planning Property Report. A portion of the site is covered by Aboriginal Cultural Heritage Overlay. However, the site is not subject to inundation.

Melbourne Water note that as per section 22.01 of Bass Coast planning scheme for storm water management, discharge from site needs to be at Best Practice also limited to pre-development flows.



Figure 3. Planning Overlay

Figure 4. Area of Aboriginal Cultural Heritage Sensitivity



3.0 Civil Engineering Basis of Design

3.1 Stormwater Design and existing infrastructure

Roof drainage systems, downpipes and any rainwater harvesting tank overflow are to be connected to the in-ground stormwater system network. The connections shall be via various inlet types such as grated pits, grated trenches and side entry pits to convey the stormwater towards the point of outfall.

The drainage strategy shows that the site relays heavily on overland flow to control site runoff using open swales and wetlands in different locations within the site.

The formalised stormwater drainage network for the proposed building is to be designed and constructed to cater for minimum 1 in 10 year Average Recurrence Interval (ARI) in accordance with AS/NZ 3500.3-2018 Stormwater pit covers shall comply with AS3996 and Council Drainage guidelines. All pit covers within paved area are to be constructed as Heel Guard and all pits will have bolt down covers. Stormwater pits within landscape areas will be will have a trash sack specified to assist in reducing gross pollutants into the network and ultimately help with ease of maintenance.

3.2 Best Practice Environmental Management Guidelines.

Due to the sensitive nature of the Tidal Wetlands north of the site it is likely council will require Water Sensitive Urban Design (WSUD) in accordance with Best Practice Environmental Management Guidelines (BPEMG). Fortunately, the site inherently will produce very clean stormwater due to the large areas being captured by the formalised swale network. The use of open swales, new feature wetland and the augmented existing wetland system is likely to provide Best Practice stormwater quality. The use of infiltration On-site Detention drainage pit within the car park will also capturing gross pollutants prior to discharging to the augmented wet land. The wetland system will provide exceptional treatment in terms of reduction of organic nutrient loads such as nitrogen. The green roof will also provide nominal stormwater treatment and will be developed into the treatment model.

It is anticipated council will be receptive to this design proposal

Suspended solids (SS) - 80 per cent retention of the typical urban annual load

Total phosphorus (TP) - 45 per cent retention of the typical urban annual load

Total nitrogen (TN) - 45 per cent retention of the typical urban annual load

Litter - 70 per cent retention of typical urban annual load

Flows - maintain discharges for the 1.5 year ARI at pre-development levels

3.3 Wetland and open channel drainage.

The runoff from the development area will be directed into the north via open channel swales. A portion of the site is to be directed to the proposed wetlands adjacent the existing wetland/dam. The wetlands will receive the overflow from the existing site area to the east and some site runoff from the landscape mounds. This will form part of the treatment train and will assist in treating the water to within best practice management guidelines recommendations.

The proposed wetlands will be located to the east of the existing dam. The wetlands will be sized such that minimum 500mm depth of water will be achieved all year round. Preliminary calculations using Monte Carlo simulations have provided a high level of confidence that 500mm top of water level will be achieved if the proposed wetland area is limited to 5,00m2 footprint. As noted above the wetland will be charged with flows from the east and also overflow from the existing dam. Site topography dictates that the new wetland will be a lower level than existing. Clean overflow will be discharged toward the tidal wetlands via a formalised drainage outlet and endwall.



A second pond/wetland at the north of the commemorative garden is proposed to treat and detain stormwater runoff. Two proposed rainwater tanks at the northwest of the building will connect to the wetland as well as some additional site drainage infrastructure. Preliminary calculations using Monte Carlo simulations have provided a high level of confidence that 500mm top of water level will be achieved if the proposed pond/wetland area is limited to 500m2 footprint.

There are additional swales/open channels that will be receiving runoff from the access road and carpark, discharge into the existing open drain at the east of the site. This open drain is considered as the Legal Point of Discharge, all the incoming flows are treated and attenuated before being discharged. Reference to the attached civil schematic design drawings for indicative stormwater management strategy.

3.4 On-Site Detention

Onsite detention will be required for the carpark area. Storage is to be provided for the 10% AEP Storm event and is sized to detain the pre-development 5-year flow and filtrate into the existing sandy soil. Stormwater flow control to be design in accordance with council requirements. The required volume of storage is estimated to be 170 m3, approximately. It is advised to use ACO Stormbrixx tank or equivalent.

3.5 Site Grading and Preliminary Earthworks Estimates

Site grading has been developed in accordance with the landscape design. DDA compliance from the carpark and through the pedestrian areas is paramount and has been considered in the design. It has been assumed there will be no barrier kerbs around the carpark, which will help facilitate sheet flow and pedestrian access through to the structure.

The landscape concept envisages to have the structure screened by large mounds. The mound adjacent the building is to abut a structural wall and is to be as high as practically possible to distract from the structure. It has been agreed a max height of 5.0m above floor level. The two mounds east of the building have been nominated to provide a barrier between Phillip Island Road and the car park. Tract have advised these mounds to be approximately 4.0m high, to suit a typical tourist bus height.

The proposed level for the building platform is RL5.75, this was agreed best option to decrease the amount of fill across the site. The current grading suggests that that approximately 5,000m3 cut will be generated across the immediate site. With an estimated requirement of 45,000m3 fill across the site. The breakdown of the fill quantities is as follows;

Building Mound Fill 26,000m3 Car Park Mound Fill 6,000m3 Site Fill 13,000m3

Note volumes have been derived from finished to natural surface. No analysis of strip and bulking quantities has been completed at this stage.

A shortfall of approximately 40,000m3 of fill is required to be met, provided the site won material can be reused. As detailed in section 3.1, the augmented dams north of the development area will act as a burrow pit supplementing the some of the fill requirement. Preliminary estimations suggest that 2,500m3 can be generated from the northern wetland augmentations. The remaining 37,500 fill will need to be sourced from elsewhere. It can be sourced from site, potentially west closer to Churchill Road or from local land development projects, noting significant land development through San Remo.



4.0 Design Working LifeBuildings in Australia are typically designed for a working life of 50 years. Most structures last a lot longer but will require significant refurbishment at some point to do so. Buildings and infrastructure of major importance (typically with guaranteed long-term use) are often designed for a working life of 100 years. There are additional costs, sometimes very significant, associated with this longer design life. The museum will be designed for a working life of 50 years. This is in accordance with the BCA. The design load assumptions presented in this report are based on a working life of 50 years.

5.0 Design Load AssumptionsThe structural design criteria presented here is informed by the way the space within the museum is intended to be used as well as regulatory framework.

The loads on the structure as a result of its mass and everything contained within it are as follows:

Permanent loads imposed by the structure’s self-weight, floor finishes, services. Permanent loads excluding self-weight are defined as super-imposed dead loads.

Loads imposed by people, furniture, exhibits which are likely to change in position and intensity throughout the life of the structure are defined as live loads.

The loads on the structure as a result of its environment are as follows:

Loads imposed on the structure by Wind and Earthquake. These are a function of the location and geometry of the building. They are affected by surrounding vegetation and buildings, properties of the soil at the site location, etc.



5.1 Live Loads

5.1.1 Visitor Services

Table 1. Live Load – Visitor Service Areas

Occupancy UDL (KPa) Concentrated (KN)

Foyer/ ticketing/ education/ cloak 5.0 3.6

Auditorium/classroom with fixed seating

4.0 2.7

Retail/Cafés 4.0 2.7

Kitchen 5.0 4.5

Cold Storage Areas (if provided) 15.0 9.0

First Aid Room/ Toilets 2.0 1.8

BOH/Loading (medium weight delivery trucks weighing less than 10,000 kg)

15.0 31



5.1.2 Exhibition Spaces

Table 2A. Live Load – General Exhibition Areas


General Exhibition Area : Museum floor – art galleries, photos and personal effects such as medals, uniforms, canteens, letters, etc. in display cases

5.0 4.5

Memorial/gathering space 5.0 3.6

Images sourced : https://victoriancollections.net.au/ ; https://www.weekendnotes.com/

Table 3. Live Load – Air Borne Displays

https://victoriancollections.net.au/

https://www.weekendnotes.com/



Item UDL (KPa) Concentrated (KN)

Items weighing upto 10,000 kg, i.e. 10 t 2.0 TBC based on actual support locations

Light items suspended from the roof, less than 10 kg No additional allowance.

1.1






Table 4. Live Load – Ground Borne Displays

Item UDL (KPa) Concentrated (KN)

Museum floor – medium items weighing up to 2500 kg 10 9

Large items weighing upto 10,000 kg, i.e. 10 t 15 12.5

Special Items – Centurion Tank, M113, Mk5 Truck, C130 Nose Cone

25 KPa TBC based on actual support locations






5.1.3 Support Services

Table 5. Live Load – Support Services Areas


Offices 4.0 4.5

Toilets/ Kitchen / Café / BOH 4.0 4.5

Library/research room – (with provision for a free rolling compactus up to 2.5m high)

7.5 Min 7.0 (TBC based on actual compactus selected)

Item Cataloguing and Storage – (small items up to 10kg with provision for a free rolling compactus up to 2.5 m high)

7.5 Min 7.0 (TBC based on actual compactus selected)

Restoration and Conservation Space – housing items up to 4000 kg (e.g. Wessex helicopter, radar units, bofors gun) *

10.0 9.0

Rubbish storage and removal 5.0 4.5

Plant and equipment services 5.0 31

*Depending on the restoration equipment required and layout of the space, heavier items can possibly be accommodated. Client to confirm if 10 tonne items will be serviced in this area.



5.2 Superimposed Dead Loads

5.2.1 Visitor Services

Table 6. Superimposed Dead Load – Visitor Service Areas

Occupancy UDL (KPa)

Foyer/ ticketing/ education/ cloak 5.0 (3 kPa allowance for hydronic heating in secondary screed,

over main slab on ground + 0.5 kPa allowance for partitions +

allowance for stone finish)

Auditorium/classroom with fixed seating

2.0 (allowance for timber framed tiered seating over concrete base structure and lightweight finishes)

Retail 3.5 (3 kPa allowance for hydronic heated in secondary screed, over

main slab on ground + 0.5kPa allowance for partitions –

assumed carpet finish or similar)

Toilets/ Kitchen / Café / Storage / BOH / Loading

2.5 (allowance for screed to falls + vinyl or similar lightweight finishes such as 10mm tiles)



5.2.2 Exhibition Space

Table 7. Superimposed Dead Load – Exhibition Areas

Occupancy UDL (KPa)

Museum floor – art galleries, photos and personal effects such as medals, uniforms, canteens, letters, etc. in display cases

3.5 (3 kPa allowance for hydronic heating in secondary screed, over main slab on ground +

0.5kPa allowance for partitions)

Museum floor – medium items weighing up to 2500 kg

Large items weighing up to 10,000 kg, i.e. 10 t

Special Items – Centurion Tank, M113, Mk5 Truck, C130 Nose Cone

3.0 (allowance for structural wearing slab, poured directly on structural slab. Special detailing is likely to be required if hydronic

heating is to be provided.)

Memorial/gathering space 3.0 (Allowance for hydronic heating in secondary screed,

over main slab on ground)

TTW have made allowance for a wearing surface. This acts like a sacrificial concrete layer on top of the structural slab and has the following advantages:

Heavy equipment like tanks, trucks, etc. can be driven over the slab Junction boxes for data and power cables can be cast-in without need for structural coodination The museum layout can be changed. With this change, hold down bolts, data/power boxes, etc.

relocated without damaging the structural slab Damage over a period of time from change in museum layout, heavy equipment can be easily repaired

without need for major structural intervention. Repairs to the wearing surface are cheaper than those required to the structural slab



5.2.3 Support Services

Table 8. Superimposed Dead Load – Support Services Areas

Occupancy UDL (KPa)

Offices / staff training space / Library + research room

1.5 (allowance for light-weight floor finishes such as 10 mm

tiles)

Toilets/ Change Rooms/ Kitchenette / Lockers for personal items


Item Cataloguing and Storage – small items upto 10kg


Restoration and Conservation Space – housing items up to 4000 kg (e.g. Wessex helicopter, radar units, bofors gun)


Rubbish storage and removal 2.5 (allowance for screed to falls + vinyl or similar lightweight finishes such as 10mm tiles)

Plant and equipment services 4.0 (allowance for screed to fall + concrete levelling plinths for

mechanical equipment)

5.2.4 Travel Paths

The tables above are intended to help delineate areas of high loading within the exhibition and restoration spaces to facilitate coordination between design teams. It is recommended that a travel path to enable movement of heavy objects between the two spaces is confirmed early. The travel path will be designed for the heaviest expected item to be driven over it. Cast-in floor boxes for data and power should typically be located outside this travel path.



5.3 Green Roof Loading

The NVVM will be an open space providing opportunities for education and reflection. The space is intended to be ecologically responsible with large landscaped areas. One modern method of creating a healthy and ecologically sensitive building is through the provision of green roofs. TTW have included some preliminary advice regarding green roofs if the design team were to adopt them for the project.

Figure 5 shows the typical build-up of a green roof.

Figure 5. Landscape + Structural cross-sectional view



Figure 6.Typical Tree Planter Cross-sectional view

As sown in Figure 6, the major components of a green roof include paving, growing medium, root barriers, waterproof membranes, suitable drainage. Loads of these components on a typical suspended slab are tabulated below.

Table 9. Green Roof Superimposed Dead Loads

Item UDL (KPa)

Large tree (Height up to ~15)

Weight of trunk and canopy (1000kg) + Max soil depth of 2m in a 5mx5m planter

38.0

Small tree (height up to ~10m)

Weight of trunk and canopy (1000kg) + Max soil depth of 1.4 m in a 3.5mx3.5m planter

26.0

Expansive planting/ turf

275mm average soil depth (1800 kg/cu.m saturated density)+100mm screeds to falls

7.5



5.4 Thermal Labyrinth

Adequate ventilation and thermal control is an important aspect of maintaining a healthy and comfortable indoor environment. A modern construction approach to incorporate energy efficiency into mechanically ventilated systems involves the provision of thermal labyrinths. These are underground structures built directly below the building that provide a thermal sink. They can be used to pre-cool or pre-heat air during summer and winter respectively before it is circulated into the building. Over the life of a structure, they can significantly reduce operating costs during periods of peak demand.

Figure 7. Thermal Labyrinth in Summer

Thermal labyrinths may be constructed of several materials. For the current project, concrete labyrinths are likely to most effective. Some examples have been shown in images below.

Federation Square, Melbourne Oxford, U.K.

Source : https://www.atelierten.com/ Source : https://www.architectsjournal.co.uk/

Figure 8. Example of Thermal Labyrinths currently in use

https://www.atelierten.com/

https://www.architectsjournal.co.uk/



5.5 Wind

Wind loadings shall be accordance with AS/NZS 1170.2 (Wind Loads). The following parameters will be adopted for the design.

• Region: A1

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

• Annual probability of exceedance (BCA Table B1.2b): 1:1000

• Regional Wind Speed (V1000): 46 m/s

• Terrain Category (all directions): 1.5

Design of façade elements and their connections to the structure shall make provision for all local peak wind pressure effects in accordance with AS/NZS1170.2 local pressure factors.

5.6 Earthquake

Earthquake loadings shall be in accordance with AS1170.4 (Earthquake loads) and AS/NZS1170.0. The following parameters are assumed based on current information however this will need to be confirmed following detailed geotechnical investigations and a BCA consultant report.

• Annual probability of exceedance (P): 1:1000 (BCA Table B1.2b)

• Structure Type: EDC II

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

• Site Subsoil Class: Ce (TBC)

• Probability Factor, (kp): 1.3

• Hazard Factor, (Z): 0.09



6.0 Structural Design Principles

6.1 Structural Framing Typologies

The museum is envisioned to be an open, expansive, flexible and adaptable space. Therefore, the following principles have been adopted:

Provision of a long span roof, to:o enable large column free spaceso accommodate the vast collection

Utilize a lightweight, but strong roof, to:o support hung air borne equipment like helicopters and aircraftso support a green roof

Three options which mirror the expansiveness of the natural landscape have been presented in Figure 9 below. These are intended to illustrate the structural principles outlined above for the reverse brief and are not structural concepts. In conjunction with the larger design team and considering cost implications, the third option was developed further during the concept stage. Refer Appendix for detailed sketches.

Figure 9. Key Structural Principles



6.2 Earth Retaining Structures

To enable the creation of a clean, level space for the building, structural framing is required to support the berms along the southern face of the building. This is called an earth retaining structure. The traditional approach to an earth retaining structure is the provision of a cast-in-situ counterfort retaining wall. This is shown in Figure 10 below.

Figure 10. Option 1: Traditional Counterfort Retaining Wall System

One of the key project objectives is to build a cost efficient structure using recyclable materials. TTW therefore explored several alternative options for the earth retaining walls. A relatively new approach typically adopted in bridge and highway construction was deemed suitable for this project. This approach utilizes mechanically reinforced earth (RE) walls. This is shown in Figure 11 below.



Figure 11. Option 2 : Mechanically Reinforced Earth Walls

Some key advantages of RE walls are:

They can be cast off-site, which enables a high-quality control and quality of finishes The face panels can be relatively thin and thus expected to reduce the amount of concrete required

for the construction Smaller footing sizes are typically expected with RE walls Due to off-site production, the face panels can we textured, patterned and produced in a variety of

colours. Refer Figure 12 below for an example.



Figure 12. Option 2 : Examples of Face Panel Patters, courtesy VSL

One key difference between RW and RE walls is the quality of fill required. RE walls rely on tension developed between the reinforcing strips and soil for stability. Therefore, the fill immediately behind the walls is required to be an engineered fill. TTW’s initial quantity estimates indicate that ~4000m3 of engineered fill will be required for the RE walls. In general, about 37500m3 of fill will have to procured from an off-site source. The engineered fill is therefore not expected to significantly add cost to the project due to the fill.

Figure 13. Option 1 and 2 comparison for retained soil



6.3 BasementAs mentioned above, the site is located at Australian Height Datum between 3m - 10m and is not subject to flooding. Additionally, there is a good fall of land in both directions and significant groundwater is not expected to be encountered. Small pockets of perched water are typically expected between different layers of soil and the contractor should make allowances for dewatering during construction. Basements in Australia are generally designed using the British Standard BS 8102, as there is no specific Australian standard.

Figure 14. Excerpt from BS 8102

As seen in the table above, the museum will be designed to be a Grade 4 basement, to ensure a dry environment necessary for preservation of the collection. Per the table, Type A construction will be required. This requires the provision of an external waterproof membrane and a ventilated cavity on the inside face of the wall. Given the openness of the site, there is sufficient room to excavate and appropriately waterproof the external faces of the basement.

Figure 15. Type A Construction



6.4 Robustness (Consequence Class)

The structure shall be detailed such that all parts of the structure shall be tied together both in the horizontal and the vertical direction so that the structure can withstand an event without being damaged to an extent disproportionate to that event, in accordance to AS/NZS 1170.0:2002 Section 6. To satisfy this condition, the design of structure shall provide load paths to the foundation forces generated by all types of actions from all parts of the structure, including structural and non-structural components. Moreover, the following considerations shall be made:

Minimum lateral resistance equivalent to 1% (for structures over 15m tall) or 1.5% (for other structures) of (G+ΨcQ) for each level

Provide minimum lateral resistance of connections and ties which are interconnecting the structures and these connections shall be capable of transmitting 5% of the value of (G+ΨcQ) for the connections under consideration.

Connection between walls and structures shall be capable of resisting the forces of 5% of G.

Design of floor and roof diaphragms to resist horizontal forces and have ties and struts to distribute the wall anchorage forces

The principles of Eurocode 1-7 may be qualitatively referred to develop an overall strategy for robustness, in accordance with Australian standards. The structure will be a public building over 5500 sq.m floor space and has therefore been identified as consequence class 3, in accordance with Eurocode 1-7.

6.5 Fire Resistance Level (FRL)Fire resistance levels for structures, parts and elements of construction are determined by TTW in accordance with the Building Code of Australia (BCA) and the Fire Engineering Consultant’s advice. Based on the current assumption of a single storey structure, the visitor and exhibition space are deemed to be Class 9b with type C construction. Per the BCA, parts of a building may be assigned different classification based on usage. At this stage in the project, the same classification has been assumed for the entire building. However, depending on the number of storeys and layout of spaces, this is likely to change. The FRL’s selected for design will have to be confirmed by the Building Surveyor as well as Fire Engineer Consultant. The table below presents FRL assumptions for a single as well as double storey structure:

Table 10. FRL’s based on Building Classification

Building Classification Fire Resistance Level (FRL) min

Walls/Columns Roof

Class 9b, Type C (single storey) 90/90/90 -/-/-

Class 9b, Type B (2 storey) 120/120/120 -/-/-



Appendix ASchedule of Heavy Items

Table 11. Ground Borne Items

WIDTH/ITEM LENGTH

WINGSPANWEIGHT

EMPTY (kg)Centurion Tank

8.3 m excl main gun 3.4 m 52,000

M113

4.86 m 2.7 m 12,300

Mk5 Truck 6.5 m 2.4 m 14,600Land Rover SWB 3.6 m 1.7 m 1340Land Rover Ambulance

4.7 m 1.7 m TBC

105mm Howitzer 4.9 m 2.2 m 1,496105mm Pack Howitzer 4 m 2.4 m 1,290



Land Rover LWB Recoilless Rifle

4.4 m 1.7 m 1,497

MUTT 3.4 m 1.6 m 1,089Radar Unit 1.3 m Base 2.4 m 831Bofors Gun 6.5 m 1.8 m 1,981

Table 12. Air Borne Items

WIDTH/ITEM LENGTH

WINGSPANWEIGHT

EMPTY (kg)

C130 Nose Cone 5 m (approx.) 4.4 m (approx.) TBC

Canberra Bomber

20 m 19.5 m 9,820

Caribou 22.1 m 29.1 m 7,675F4 Phantom

19.2 m 11.7 m 13,757



Huey Helicopter

12.7 m fuselage

2.6 m fuselage 2,365

Cobra Helicopter

13.8 m fuselage

3.3 m fuselage 2,630

Wessex Helicopter 20.1 m 4 m 3,783Sioux Helicopter

10.1 m fuselage

3.0 m fuselage 859

Kiowa Helicopter

9.5 m fuselage

2.2 m fuselage 718

Structural and Civil Schematic Design Report

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Transcript of Structural and Civil Schematic Design Report