THE ARUP JOURNAL

OCTOBER 1986 Vol 21 No 3 October 1986 Contents Published by practice Ove Arup Partnership THEARUP 13 Fitzroy Street. London W1P 6BO

Editor: Peter Hoggett Art Editor: Desmond Wyeth FSIAD JOURNAL Assistant Editor: David Brown Foreword, 2 by John Nutt

Yulara tourist resort, 3 t by Peter Thompson

The Cove 9 Bicentenary Project marine hydraulic studies, by John Nutt *e~ i. New International Airport, 13 terminal access roads •••• and car parks, by Clive Humphries

Newlandscoal wash plant, 16 , i •ilfl by Ron Bergin MM I The R&l Bank tower, 20 by Dan Ryan 4 ! INTELSAT 24 ii' Headquarters Building, Washington DC, by Peter Thompson

Front cover: INTELSAT Headquarters, Washington D.C. (Photo: courtesy of INTELSAT) Back cover: R&l Tower. Perth, Western (Photo: Whitfield King)

interest us. We have rejected the philosophy That can no longer be the case, nor does the Foreword of remaining static in size. We do not believe community expect it of him. Nevertheless, a Above: Side elevation. Below: Elevator and walkways in atrium it is possible in the long term, and we do not soundly based consulting practice requires wish to shrink because of the connotations a personal commitment on the part of in• John Nutt associated with a decreasing organization. dividuals to a client. A national practice in Australia has certain Practices are becoming more capital inten• The Australian practice again presents a characteristics. Each of the States has sive, and as they do, outside investors are Mi Mm sample of work since an issue of The Arup sovereign rights, many ceded to the Com• being invited to share in the ownership of - Journal on Australia was last compiled. monwealth Government at thetimeof Feder• firms. This worldwide trend in our industry ation. Those states are an important source »i una Those five years have been a busy and ex• will bring about a commercialism which il HiiisjJiiauta I of work, and if we wish to do that work, we citing time, and the substance of the pro• could readily overshadow the ideals of a firm 1111 jects reflects the character of this practice. must have a strong presence in each state such as ours where quality of work, breadth V — We are delighted to have built a major pro• capital led by men of stature resident there, of vision, social usefulness and a humane Bill! ject in Washington DC with an architect of highly respected by the communities they organization are important principles. The \ the calibre of John Andrews — an urban serve. The Australian practice is decentraliz• business world demands a return on capital building of quality in the capital of the ed as a result, knitted together through and efficiency in a competitive environment world's largest democracy. Contrast that bonds of common interest and friendship. A but those goals and ours are not mutually parallel is a university of strong depart• with the sensitivity of the Yulura project by exclusive. I Philip Cox. Set in the desert in the heart of ments where the reputation and skill is New departures vested in the staff and the faculties. Australia, an isolated location of harsh en• The Australian practice moves in responses That decentralization has good and bad in• vironmental extremes, the results are simple to these technological and community fluences. So it breeds an independence of V buildings and structures of great beauty. changes. We now advertise on occasions mind and a strength of character. But it also and actively promote our skills. We have Then there is the R&l Tower, a project put fragments our resources into comparatively appointed as Director of Business Develop• together by Alan Bond, winner of the small pockets. On balance however this ment one of our number, a senior man of America's Cup yachting event — an excit• diversity of background and the direct con• ! calibre whose role is to follow those projects ing high rise project in which the technical tinuing relationship between the individual, Above: Connecticut Avenue entrance. Below: Typical stair tower of long gestation time, or clients in fields assessment of wind-induced problems was his clients and the community has served us where our contacts are weakest. It is a demanding. The architects, Cameron Chis- well and given us great strength. departure from our past. The challenge for holm & Nicol have a fine reputation for such Future plans buildings. There is a thrill about contributing us will be to keep an appropriate balance. to good architecture which influences us all. We plan to undertake a new initiative every Being a staff-owned firm, we enjoy the two years — a procedure aimed at taking us privilege of setting our own targets. Finally, there are the civil engineering pro• where we wish to go rather than responding The shame of a selection such as we have —- ! jects of which we are masters. freely to market forces. In the last five year made in this issue is that many good pro• jects are omitted and that only some of the We have grown substantially in those five period, Arup Geotechnics has been placed people who have made significant contribu• A' years. In itself, size is unimportant. Never• in a sound technical and commercial posi• tions to the jobs and the well-being of our theless, engineering works of magnitude tion, the office has been started practice are acknowledged. Hopefully, frequently can only be undertaken by firms and is now operating successfully, and we another issue will be forthcoming when the of substance, diversity of resources and have opened in Auckland, New Zealand. We richness and diversity of our work can again financial strength, and we wish to practice have not yet completed the network of be recorded. Perhaps we can write on our at that level. However, our real reason for Australian state offices and plans are afoot work in developing countries, or on embas• growth is to extend people professionally, to to open in . ammm • •a sies overseas or our bicentennial structures, attract staff of talent so that the future is Professions are changing, and the con• or on more of the disciplines which go to assured, to find suitable roles for people as sulting engineering business is changing make our practice. they age, and to have the appropriate re• too. At one time, the professional en• Maybe — if we have the strength! 5 sources to work on the type of projects that deavoured to undertakethe work personally. builders are prepared to give a GMP — Guaranteed Maximum Price — for a con• tract based upon a preliminary set of layout Yulara tourist resort Legend drawings, schedule for finishes and a perfor• 1. Visitors' Centre 2. Four Seasons Hotel mance specification for services theoreti• Peter Thompson 3. Residential Mall cally reducing the overall documenta• 4. Shopping Centre tion/construction time and cost to the 5. Stall Flats Architect: Philip Cox & Partners owner. 6. Community Facilities Shop drawings for structural steel and con• 7. Sheraton Hotel Introduction crete reinforcement are the responsibility of 8. Camping Grounds 9. Housing. School. the contractor with the consultant respon• The mainstream of our work is located almost entirely in Urbia and Suburbia. We Police Station etc. sible for checking that his requirements 10. Aboriginal Housing have been incorporated within these docu• rarely venture out to the surrounding coun• ments — similar to the procedure used in tryside, let alone the outback. To the average Australia for steel shop drawings. The Australian the outback is a mysterious and resulting reduction in drafting effort means unknown somewhere, sparsely populated that the average consulting engineer's by unconventional Caucasians and Aborigi• office in the US has a higher ratio of nes outnumbered by hordes of kangaroos engineers to draftsmen than is normal here, and rabbits. Quite by chance, as a result of being in the 5. Connecticut Avenue elevation during construction (Photo: Bill Thomas) often as high as five to one. In addition a considerable amount of drawings, par• right place at the right time, we were given ticularly details, is done on small the opportunity to participate in the develop• some 35 ft and caissons were necessary in we assumed overall responsibility for the calculation-size sheets by engineers. ment from scratch of a township in the red this area. A bearing capacity of 30 tons/ft2 structural sufficiency. Supervision of construction is handled dif• centre of Australia — the real outback. The was recommended for end bearing with no MMP also provide cost planning and evalua• ferently in the US. During this phase of the town was Yulara. allowance for skin friction, and caissons of tion services and were employed by the work the consulting engineer performs a ser• Yulara is the gateway to the Uluru National 36 in diameter with belled ends were sel• architect in this role. vice termed 'occasional observation', Park in the hear,t of Central Australia. The 2 ected to support major pod columns. Each individual State in the USA requires checks shop drawings, assesses reports Park covers some 1,325km and is situated Differential settlement of footings support• that structural documents be attested by a from inspection companies and remains 460km by road south west of Alice Springs. ing the major pod columns founded in differ• professional engineer registered in that available for consultation. Contained in the Park are a number of ing rock strata was allowed for in the design. State. It is possible in Washington DC to Detailed supervision of foundation works, unique geological formations including Groundwater was encountered at heights obtain dispensation for a specific project, concrete and reinforcement placement, find Ayers Rock and the Olgas. The ecological varying up to 5 ft above basement levels. A particularly one of a diplomatic nature but, structural steelwork is carried out by system comprises plants and animals uni• sub-drainage system was installed to in our case MMP provided this service. specialist companies who combine inspec• que to the desert environment. Yulara tourist resort: site plan reduce hydrostatic head on basement walls At the completion of design development for tion with laboratory testing and who work to The area has been inhabited by Aborigines and floors. Stage 1, Bill Thomas took himself and all a specification prepared by the consulting for many thousands of years. They have a modation and airstrip outside the Park White Industries Ltd. were appointed pro• documents to Washington for six months to engineer. deep and mystical attachment to the land In Stage 2 the building configuration boundary and restore the environmentally ject and construction managers and as we complete the design and supervise docu• and its features. developed somewhat differently to that All in all we feel the American consulting damaged areas. The new village thus formed had assisted them in their presentation to mentation in MMP's office. To make him feel originally anticipated and we found our• engineer, being more design-orientated, is Ayers Rock is the Park's most popular was to be named Yulara. the N.T. Government we became consulting at home and lighten his workload we in• selves excavating a reasonably deep base• more efficient. Given the prevailing fee- attraction, second only in national tourist Various attempts were made throughout the civil and structural engineers to the project. stalled in Washington similar desktop com• ment immediately adjacent to and below scales he has to be. The average fee payable appeal to the Sydney Opera House. Tourist late 1970s to develop Yulara on a piecemeal Arup Geotechnics were in turn appointed to puter facilities to our own in Sydney. These some of the Stage 1 caissons. Given the to a structural engineer would be of the demand to the area increases by more than or individual component basis and some provide soils investigation and material were repatriated to Australia at the end of highly fractured nature of the rock we were order of 0.5% - 0.75% of total cost with the 100% each five years with 150,000 visitors to infrastructure, mainly roadworks, had been evaluation services. concerned, but with prodigious amounts of his stay. the Park in 1985. total fee for architect and structural and ser• installed to a notional town plan. These The resort was to cater for a mixed tourist ground anchoring the problem was over• For Stage 2 the process was repeated with vices engineers in the range 5.5% -6%. In a In the past visitors were accommodated in attempts failed basically through lack of population of 5,000 per day and 500 perma• come. Ian Ainsworth stopping over in Washington highly competitive situation this fee percen• motels and a camping ground in close proxi• developer interest. However, following an nent residents. The project was estimated to Energy design for three months, whilst en route for a two tage can be forced down to the 4% - 5% mity to the Rock. These facilities were no invitation from the cost some A$120 M and was to be designed Although not within our terms of reference year stay in London office. level. longer able to cater for the growing demand Government, White Industries Ltd., a large and built in a 120-week period. as structural engineers, some mention Throughout the design and construction Epilogue and were generally unsatisfactory, given the developer/constructor, put forward a for• should be made of the building's energy sav• phases additional visits were made from Our brief foray into the North American standard of amenity demanded by the aver• mula based on a town plan prepared by the The site ing design. Australia at about six monthly intervals. market came about in exceptional and un• age present-day traveller. In addition de• architect Philip Cox for the construction of a The site is an area of about 2km x 2km The building has a utility bill less than 40% To date our relationship with MMP has been planned circumstances. After our initial velopment had not been properly controlled complete tourist resort which was accepted. located about 16km to the north west of of the norm for comparable Washington mutually beneficial and a fair share of credit surge of euphoria following the competition or co-ordinated, leading to a general A joint venture company known as Yulara Ayers Rock. buildings. These savings are achieved for the successful outcome of the project is success we had some apprehension as to deterioration of the natural environment Development Co. was set up by the NT. The climate of the region is arid with less through a combination of passive and active due to them for their efforts. how we would manage a project so far away around the Rock. Government and White Industries Ltd. and than 250mm of rainfall per annum and a total became the client. systems. Construction but we were helped by the architect, John It was decided in 1973 to relocate the accom- evaporation of about 2800mm per annum. The key to the passive system is the spine of After a lengthy selection process one of Andrews, who had practiced in North linked atria. Air entering at the base of the North America's largest contracting organi• America for some years previously, and was service towers is drawn over planted ter• zations, Gilbane Building Co., was ap• familiar with the ground rules. races and cooling ponds then spray-washed pointed to provide construction advice dur• After a couple of visits we had rediscovered and mixed with conditioned air before enter• ing design development and documenta• that engineering is a fairly universal ing the atrium by way of interior pools. tion. This company was eventually awarded language and the project has become one of At the building face the full height glazing is a contract as construction manager for our most successful in all respects. shielded by sunscreens mounted on a space Stage 1 for a fixed lump sum price of $54 M The building has been well-received by the frame of 1 in diameter stainless steel. with a construction period of 27 months. client and the architectural fraternity. It has The active mechanical systems emphasize The Stage 1 contract was completed on time won some awards and should serve as a use• the recovery and reuse of waste heat. and budget without any major problems and ful marketing tool in the present Arup con• Surplus energy is stored in ice and warm a grand opening attended by the Diplomatic quest of North America. water tanks. During hours of peak demand Corps and delegates from INTELSAT Credits the building's standby plant augments util• member countries took place in April 1985. Client: ity supplied power. Stage 2 commenced in the autumn of 1985 INTELSAT Joint venture arrangements but for reasons known only to the client, a Architects: IIIIIIII iiiiiiiiiiiniiiiii The conditions of appointment required that contract was negotiated with a much John Andrews International Visitors' Centre Residential flats and mall each discipline be represented in Washing• smaller contractor, W.P. Lipscomb for a Anderson, Notter, Finegold ton by local firms. After talking to various fixed lump sum price of $26 M over a 24 Services engineers: organizations we entered into an arrange• month period. This contract is progressing Don Thomas & Associates ment with MMP International who had satisfactorily. Benham Blair Inc. started life as an offshoot of RMJM — well The American system Structural engineers: i—r known in the UK. The work was shared. We We learned something from our brief en• Ove Arup & Partners Retail square provided all design functions throughout counter with the American system, parti• MMP International the project plus drawings to design develop• cularly in the area of documentation. Cosr planning: D R. Lawson & Associates ment phase and general liaison with other Although direct comparisons are difficult, it MMP International consultants. is clear that we tend to over-document our MMP advised during design on local condi• work and not take advantage of industry tions and mores, provided construction capabilities. In the US, bills of quantity are documentation, checked shopdrawings and rarely necessary with a consequent reduc• Photos: courtesy INTELSAT Sheraton Hotel 26 carried out site inspections. As designers tion in documentation. In most instances Subway University of the station Shops 90ft square District of Columbia 2Q<\ 50ft ?0ft

Van Ness Street Covered Centre zone courtyard

Retained trees

Perimeter zone-* \S

Elevator^ • iwei Modules

Service Stair tower -<§/^H nks

Stair lowers

Retained trees

Future Interconnected expansior Stair tower covered courtyards

W12x16 Detail A

Detail A Typical column beam

Indicates site welded moment 51/4in. slab connections Atria roofs 1. Site plan Roofs to the covered courts are dome-like 2. Office module with a horizontal 50 ft x 50 ft central area and 50 ft x 20 ft sides sloping at 57°. Due to Service I the difference in pod roof levels, each roof • lain, square has a vertical component of a floor height on column three sides. 12in. diameter A space frame based on a 5 ft module is column used to support double glazing which forms the outer skin of the roof. Apart from dead, wind and snow loads the space frame is required to support loads Bridge links such as hanging planter boxes, window washing equipment plus a load of 1501b at 3. Typical floor the centre of each member for miscellan• beam layout Elevator tower eous purposes. A temperature variation of (W30 x 99. and 54°F is also taken into consideration. similar expressions mean: 'depth in Each roof connecting four pods acts in• inches x lbs per dependently and is supported at eight peri• foolrun') meter columns. Support releases have been provided such that only vertical load and 4.Section through wind forces are transmitted to the pod struc• office module and tures. A total of 25 separate loading com• covered courtyard binations were considered in the design. After preliminary design to prove the system viability, and to establish a budget cost, a performance specification was written to enable tenders to be called from manufac• MR m 1 1 turers of proprietary space frame systems. Many systems are available in the US and the scope and size of the roofs excited much r interest from suppliers. The system event• ually adopted is known as Spherobat, a West German system manufactured under licence in the US. This is similar in appear• ance to the better known Mero system but utilizes split steel hemispheres bolted together to form coupling at nodes and steel tubes between node points. Detail design calculations were prepared by the supplier and checked by us. Load testing of the node assembly was required prior to erection which proved to be a wise precau• tion as a significant amount of failures were maximum of 28 ft onto beams 36 in deep Test borings carried out pre- and post- recorded in nodes first supplied. running normal to parking bays is the competition generally indicated disinteg• Substructure general form of construction. 48 in x 18 in rated rock or rock about 12 ft below grade, The car park and plantroom structures step• reinforced concrete columns support the these being weathered residual materials ping up the site act as podia to support the major steel columns above. derived from the underlying parent bedrock. pods. The reinforced concrete beam and Foundations Both materials were suitable for founding of slab construction provides a transition be• Bedrock at the site is a gneiss belonging to pad footings with an allowable bearing 2 tween the pod steel columns and the park• the Wissahickson formation. This is a meta• capacity of 5 tons/ft for the disintegrated 2 ing requirements at basement level. Re• morphosed sedimentary rock generally rock and 20 tons/ft for the slightly inforced concrete columns are located to moderately folded with bedrock elevation weathered rock. suit both the requirements of the pods and varying significantly over short horizontal At the southern part of the site towards that of parking. lOVi in slabs spanning a distances. Tilden Street the depth to rock increased to 25 The altitude is around the 500m mark con• the exterior zone and minimize corridor slab is a Robertsons Q-Lock metal pan with tributing to the extreme diurnal temperature INTELSAT space, modules of 90 ft square plan form 2 in deep ribs acting compositely with 31/4 in changes. Temperatures of 50°C are not were developed incorporating a 20 ft ex• of lightweight concrete. The lightweight unusual during summer, whilst winter Headquarters terior zone. Columns were placed at the concrete is used not only for load benefit but temperatures of -5°C have been recorded. / periphery and on the perimeter of the inner for its superior fire-resisting qualities. Much of the area's topography consists of Building, and outer zones to give maximum flexibility The slab is supported by and acts com• sand ridges ordunes averaging about 13min of partitioning. positely viashearstuds with 12 indeep steel height above an otherwise flat plain. The Washington DC beams spanning 20 ft and 14 in deep beams vegetation consists of plants expert at / The module was modified to an octagon to / create rectangularconnecting linkscontain- spanning 25 ft. The secondary beams are resisting long periods of drought either by Peter Thompson ing duct risers and toilets and for connec• arranged to ensure equal loading on the remaining dormant, or by adjusting their life tion to stair towers (Fig. 2). primary beams and thus equal loading on cycle such that they exist only while moisture is present. About 390 species of Architects: Nine four-level modules satisfied the space columns. The large range of steel sections plant have been identified and these provide John Andrews International requirements for Stage 1 and four six-level available in the US lends itself to economic habitat for 22 species of mammals and 151 Anderson, Notter, Finegold modules for Stage 2. design. species of birds. During the past century a The primary beams of 30 in depth and maxi• Introduction* The module/link complexes are arranged in number of medium-sized mammals have mum span 50 ft are designed as partial com• INTELSAT is an international organization a chequerboard pattern and, when inter• become extinct, mainly due to the ravages of posite sections and are continuous with the owned by 110 member nations which pro• linked with a roof structure, form interior imported species such as cats. internal columns. These beams have either vides international satellite communication courtyards or atria. Pedestrian movement in web penetrations or are notched at the ends facilities to most of the western world. The the vicinity is concentrated on Connecticut Arriving at what was to be Yulara for the first connected to the perimeter columns, to organization is based in Washington DC and Avenue, particularly at the Van Ness in• time, it was difficult not to be overawed with allow passage of services. All beams are in 1979 it was decided to hold a competition tersection where there are both subway and the task in front of us all. Endless sand grade 36 ksi steel. for the design of a new headquarters com• bus stops. Modules and courtyards are plains stretched in all directions, save for plex in that city. therefore arranged to create a pedestrian The four internal major columns are 19 in the overwhelming presence of Ayers Rock access spine stepping up the slope connec• square sections of welded plate, grade about 16km away. It was hard to believe that Architectural institutions of member coun• ting the Connecticut/Van Ness intersection 50 ksi, varying in thickness from 1Vs in to such a large development was to happen in tries were invited to register the credentials with the International Centre. Ve in depending on level. Fire rating is such a desolate spot. of organizations who in their opinion were achieved by concrete encasement resulting qualified to carry out the work. About 400 The spine of atria, apart from acting as the On taking stock however, things got better. in a circular column 30 in in diameter. registrations were received which were building's axial street, providea sourceof in• An airport capable of landing Fokker F28 The eight external columns are 16 in reduced in three stages by selection panels terior daylighting and climate control. They type aircraft had just opened about 5km to six, one each from West Germany, Nor• also contain vertical and lateral circulation. diameter made up of a 12 in diameter tube, from the site, a 2.8 Mva oil-fired power way, Canada, Australia and two from the Elevator towers encircled by a stair are grade 46 ksi, of wall thickness Vi in, sur• station was about 2/3 complete, and what United States. Each finalist was to be paid a located within the courtyards with access to rounded by 2 in of fire proofing contained by was eventually to become the village service fee on presentation of an entry fulfilling the modules via bridge links. a thin steel tube. This whole assembly is a area was in embryo form as a depot for Park competition requirements. A briefing/site The courtyards are landscaped with water proprietary section in the US. The column is rangers. 2 visit for two persons was also included. features and planting. filled with concrete of 5,000lb/in acting The main road from Alice Springs was The competition, judged by an international Below-grade parking for 500 cars and plant- compositely with the structural tube. almost completely bitumenized and on the jury, was won by the firm of John Andrews rooms are provided at three levels stepping Continuity between beams and internal site proper there was a system of bitumen International of Sydney, who subsequently up the hillside, linked by a feeder road off columns is achieved by site butt welding. roads going seemingly to nowhere but com• were appointed to further their design, Van Ness Street. This procedure, which at first appeared to us plete with stop and give way signs. Given the prepare construction documents and super• Structure to be a risky one, was the unanimous choice topography these existing roads became a vise construction. We assisted John Architectural requirements for column-free of the local steel fabricators whose opinion major determinant in the evolution of the Andrews with his entry and were subse• central town area as building was only to be spaces within the modules, economy and was sought. A full-scale mock up was con• quently appointed as consulting structural possible in the flat area between the roads speed of construction resulted in the choice structed by the successful fabricator with engineers. and the dunes. of structural steel/concrete composite con• all welds ultrasonically tested. Sample sec• tions were taken from the mock-up and etch- This article briefly describes the architec• struction for office modules, service links tested for correlation with the ultrasonic The resort tural planning and structural form of the and connecting bridges above grade. Rein• test results. Yulara can cater for about 5,000 visitors per complex, together with some of our experi• forced concrete was used for construction day and has a permanent population of ences of working in the United States. Imper• below grade plus stair and elevator towers. The pod roofs are landscaped with paving about 500. The permanent population is ial units are used throughout. The atria roofs are of tubular steel space- and low planting and used for recreational largely concerned with the resort function Architectural planning frame construction. External concrete is purposes. Due to this the loading is higher but includes National Park staff plus their The site of 12 acres is on Connecticut fair-faced. than for a typical floor with a consequent in• families. Avenue between Tilden Street and Van Ness Building construction in Washington is car• crease in structural sizes. Roof members are Street and forms the eastern boundary of a ried out to the requirement of the Building arranged to provide a fall in all directions to The resort has three main components: new international centre being developed to Code of the District of Columbia. Reinforced the centre columns. (1) The central spine augment the diplomatic facilities of concrete and structural steelwork design Each pod is separated from its neighbour (2) Peripheral development around the main Washington. Immediately to the north lies are carried out to the recommendations of not only by a link block but by movement ring road the University of the District of Columbia. the American Concrete Institute and joints. Temperature range is particularly (3) Service area. American Institute of Steel Construction. The site is heavily wooded on a sloping severe on the eastern coast of the US and it (1) The central spine is moulded to the dune In addition all construction must conform to terrain and rises 40 ft above Connecticut is standard practice to provide joints much formations in an S shape and contains most the requirements of the Fire Insurance In• Avenue at its highest point (Fig. 1). more often than we would in Australia. Con• of the major resort components including dustry. This in effect means that unless a The INTELSAT building programme was sequently, each pod is designed as a two- the Visitors' Centre, two hotels, one of 100 2 very expensive test is carried out, only a staged with about 600,000 ft gross area way multi-storey portal frame providing its rooms, one of 250 rooms, retail area, staff combination of structural elements which being built in Stage 1 and a further own stability against wind and out-of- accommodation and community facilities. have previously been tested and given a fire 150,000 ft2 in Stage 2. balance loadings. The buildings are arranged in clusters resistance rating may be used. Results of Bridge links between elevator towers and around civic squares and spaces. The hotels Space requirements included accommoda• tests are given in a document known as the the pod floor links span a maximum of 50 ft are placed at each end of the spine and tion for satellite control, operation, simula• Underwriters Laboratories Inc. Fire and are designed as composite steel/con• linked to each other by a series of pedestrian tion and maintenance, convention facilities Resistance Directory. crete members with vibration criteria con• streets defined by one and two-storey build• and office space all with their respective Statutory loadings and permissible reduc• trolling member sizes. Expansion joints are ings. The whole of the spine is built on an ancillary facilities contained within a mix• tions are similar to Australian and British provided at the end supported on the ele• elevated podium of varying levels defined by ture of separate offices and large flexible Codes. Wind loading is however extremely vator tower. a perimeter wall. A central energy plantroom areas. Factors which were to be maximized basic in comparison, the requirement being is located beneath the Visitors' Centre and included exposure of staff to sunlight, The towers, as with all exposed vertical sur• that buildings where the height exceeds 2Vi services the total facility. building efficiency and energy efficiency. faces are smooth fairfaced concrete. times the width shall be designed to resist a At the end of design development the client, (2) The peripheral development includes Planning restraints dictated that the 2 uniform load of 20lb/ft . Roofs are generally without our knowledge, obtained a technical components such as detached housing, buildings be accommodated on 8 of the 12 2 designed for a snow loading of 30lb/ft . audit of the pod structure from Bethlehem school, police station, camping grounds, acres with the remainder designated as However, in areas where snow drift was con• Steel. This is offered as a free service in the Aboriginal housing and service station. The public parkland and the Washington build• sidered to be a possibility a localized US. Whilst not disagreeing directly with our camping grounds cater for up to 3,600 at ing height limit of 392ft above sea level was 2 loading of 60lb/ft was adopted. design approach, Bethlehem were not too four sites. The sites are fully serviced and to be observed. Typical module structure happy with the continuity in the floor system have swimming pools. Caravans and bunk Sheraton Hotel: Analysis of the client's brief indicated that The typical module or pod floor is repeated a and put forward an alternative using simply- house accommodation are available for areas requiring perimeter location ac• great number of times and much effort was Top: View of central facilities supported beams throughout, plus diagonal campers without tents. Centre: General view of main entrance counted for 70% of the total. To maximize put into creating an efficient and economic bracing for stability. We, in turn, were asked (3) The service area east of the resort con• Bottom: Main entrance showing fabric shades and roof elements layout (Figs. 3 and 4). to comment on their proposals and after "Editor's Note: tains the water treatment and sewage treat• submitting a carefully worded adverse As this project was designed in imperial units we A typical floor has 5V4 in slab spanning ment plant as well as the major storage and Facing page: View of main resort facilities and Ayers Rock (Photo: John Gollings) have not converted them into metric. 8 ft 4 in onto a secondary beam system. The report, the matter was dropped. maintenance facilities. The main water supply is from the Dune Plains Aquifer located about 10km from the resort and which, it is estimated, can supply about 400,000m3 per annum. The raw water has a total dissolved salt content of around 2,500mg/l and a fully automatic electro- dialysis desalination plant has been install• ed which reduces the salt content to 500mg/l. Storage is provided for 200,0001 of treated water, about two days supply at \ peak periods. Four blends of saline, treated and reclaimed water are reticulated through the resort for differing purposes: fully treated for drinking and bathing, untreated for cisterns and fire hydrants, and blended for trickle irrigation to every tree and shrub planted within the resort. Sewage is carried by a system of gravity and rising mains to a high speed extended aera• tion activated sludge process plant. Effluent is treated in a single process with the resul• tant sludge pumped into drying beds from which it is distributed to landfill areas. The treated water is held in an artificial lagoon from where it is recycled to spray irri• gate the main sports oval and to water a 5ha Fabric shades over Visitors' Centre S red gum plantation which is to be the source of firewood for fires in the camping grounds. Sheraton Hotel rooms and central facilities

Foundations and ground works Yulara is built in the swales between a linear system of sand dunes. The dunes are formed by wind blown sands and in the immediate area of the site are relatively stable, support• ing quite dense spinifex growth, bushes and desert oaks. However, disturbance of wind patterns and removal of vegetable cover could initiate a new erosional phase and construction was therefore kept away from the dunes proper. mm The built site covers an area of 1500m x at*. 1000m with the central spine occupying 1000m x 400m. 20 trial pits were dug at what were considered to be significant locations. Penetrometer probes were used to obtain density profiles particularly through the higher levels of dune sands where backhoe pits were environmentally inappropriate. The investigation revealed a consistent geology across the site with a 3m layer of sand overlying a layer of lateritic gravel splices used in lieu of laps up to Level 4 Floor construction Credits: which became cemented within a few hund• when reduction in the numbers of bars The structural system is reinforced concrete Client: red millimetres of its upper surface into a enabled conventional laps to be used. beam and slab. There is generally a 130mm Rural & Industries Bank of low strength, coarse-grained sandstone. 65MPa (F'c cylinder strength) concrete was thick slab. Over the main floor section there and Austmark International Ltd. The sand material was very uniform across used in the columns up to Level 18 when the are beams 600mm deep by 350mm at 4.243m Architect: Cameron Chisholm & Nicol the site and fell into two categories, a well this could only be done by utilizing some with 2m high vertical sides to stand open for strength is progressively reduced to 50, 40, centres (i.e. 3x\/2) spanning 10.5m. The Project managers: graded swale sand and a finer dune sand, form of surface treatment and a variety of quite lengthy periods. Control of compac• 30 then 25MPa above Level 36. beams reduce to 400mm depth by 600mm at Austmark International Ltd. blending into each other with elevation. alternatives were investigated. The cheap• tion was achieved by constant field density The core walls are 40MPa concrete at lower the south west end to provide adequate Protect co ordinator. Tests were carried out on the sands to deter• est and in fact the most appropriate was testing plus penetrometer and nuclear den• levels reducing to 30 then 25MPa at Level 10. space for air-conditioning ducts. The 400mm sity testing. Bond Corporation mine in situ density, compacted densities at found to be a 150mm layer of compacted The core walls are being constructed by slip x 600mm section cantilevers out from the lateritic gravel spread over the total area. main 740mm x 1300mm framing beam to Main contractors: natural and optimum moisture contents, Site survey data was given in 1:500 map form and can proceed up to five levels above Given the site contours, a cut to fill solution support the 'bay window'. The lobby slab is Multiplex Construction Pty Ltd. CBR values and the internal friction angle. form. This was digitized and collated to form floor construction, although this can be ex• for the platforms was not possible and it also 130mm thick with beams 550mm x Arup engineers: Design values resulting from these tests a digital terrain model suitable for computer ceeded if the lobby portion of the floor slab was important that there was minimum dis• 350mm and 400mm x 400mm. Dan Ryan, Adrian Roberts, were as follows: design and volume calculation of roads, is advanced not less than five floors below Bill Haythornthwaite ruption to the sand dune regime. Location of hard stands and earthworks generally. the top of the slip. To date, the builder has The floors are designed for a general office 3 3 borrow pits was critical yet some 50,000m loading of 3kPa with a 1kPa provision for compacted density 1.7 T/m elected to pour the floors complete and of fill was required. A source of sand fill was The buildings lightweight partitions, ceiling loads and maintain the slip for five floors. CBR value 20% finally established quite close to the site ser• In general the buildings are of simple finishes. A 2.4m wide thickened slab section angle 0 33° vice area and the resulting excavations were domestic scale and are masonry structures Typical floors is provided on the south west side of the low eventually used for sanitary landfill. with pitched metal roofs. Minor elements rise lift core (or upper level columns) for a Allowable bearing pressure derived from The floor to floor height of typical floors is Local gravel was available from borrow pits such as verandahs, stairs and pergolas are uniform heavy load of 7.5kPaor 12.5kPa con• these values varied from 150kPa for a 3.6m with a floor to ceiling height of 2.7m. previously used for the roads. These pits centrated over a 1.6m width. 600mm wide footing to 300kPa for a 2m wide of light metal construction. Air-conditioning is provided by a variable footing. were therefore extended to produce some volume air system with two fresh air hand• The nominated concrete strength is 25MPa 3 The structural philosophy was developed 80,000m of material required for the protec• ling plants on each floor providing flexibility although the specified minimum OPC around a minimum of basic elements which 3 The penetrometer probe values were used in tive gravel layer and for basecourse to roads cement content of 280kg/m generally would afford some measure of standardiza• for tenants. Cooling is provided by chilled conjunction with the density results to cor• and parking areas. achieves a minimum of 23MPa at seven tion whilst allowing flexibility in building water distributed to each floor from central relate footing capacity with blow count for days. future site supervision. Before earthworks commenced the spinifex design. As it was necessary to house all chilling units located in a ground floor plant- The central spine complex is built on a and desert vegetation was harvested and labour in an on-site construction village, room. Heating requirements are not signifi• The builder is using a table form system for series of raised soil platforms. It was con• stockpiled for future use as mulch. The top systems which minimized labour were more cant and a small base load gas boiler is used the floors and achieves a complete floor sidered economical to undertake an early 200mm of soil which contains dormant than ever important. and hot water circulated in the same piping cycle of nine working days with two pours. system used for chilled water. earthworks contract for the whole complex; seeds was similarly removed and stock• For this reason masonry construction was Levels 43 to 48 within the triangular pyramid Electrical, telecom and computer cabling one of the reasons being the long distance piled. Both mulch and soil were used as at first discounted and a precast walling section at the top of the building are execu• for mobilization of heavy earthmoving plant. important ingredients of the desert zone system investigated. This was quickly ruled runs in three channel skirting ducts around tive suites and plantrooms, and are also This meant however that the surface (cover• restoration work carried out where damage out due to the high basic cost of concrete the perimeter of floors, supplemented by beam and slab construction, but with the 2 ing some 200,000m ) and sides of platforms from construction was unavoidable. and the cost and time involved in setting up 40mm deep floor ducts in limited selected layout varying from the typical floors to had to be protected from wind and rain ero• The platform filling and compaction was locations. accommodate the stepped facade and an on-site factory. Other systems, incor• Photos: Whitfield King sion over a one year period. It was clear that particularly effective, allowing trenches porating metal or compressed cement Floors are finished monolithically. various voids and setbacks. 23 allowed the stratigraphy below the site to be Piled foundations 70/30 blend of OPC/blast furnace slag with a cularly bad over the ribs of the profile deck generalized as follows: Initially a raft foundation as has been used minimum cement content of 400kg/m3, a floor where concrete thickness was only on other high rise buildings in Perth was water cement ratio of 0.6, slump of 30mm and no reasonable amount of re• • from existing ground level at about RL 14 considered, but the average bearing pres• inforcement was effective. In these condi• to about RL6: Sand varying from loose to 180mm±30mm and 20mm maximum aggre• sure of about 500kPa would have resulted in tions the only positive method of curing is very dense with increasing depth gate size. Retarders were used to ensure a unacceptable settlements. Therefore a minimum of 4 hours to initial set. water inundation or spraying. This of course • from RL 6 to about RL -13: interbedded number of deep foundation options were In half of the piles integrity testing was car• is not a particularly attractive proposition layers of silty clay, clayey sand and sand; considered: ried out using gamma ray back scattering for a builder in a hurry and curing or the lack clayey materials stiff to very stiff, sandy equipment. of it became our major supervisory problem materials dense to very dense (1) Piles or barrettes founded in the siltstone throughout the job. Four 50mm internal diameter steel pipes Fabric membrane structures • from RL-13tobetween RL-17and-21: (2) Piles founded in the lower sands were tied to the inside of the reinforcement Shade is a very important commodity in an sand, dense to very dense cage, equally spaced, and cast into the pile. (3) Raft sharing the load with piles founded Australian summer and hard to come by in The test instrument consisted of a radio• • between the sand and the siltstone a in the lower sand. the central desert. It has been created at active source and a detector of gamma layer of silty clay about 1 m thick Yulara by extensive use of tensioned fabric It was considered that the design of piles radiation, assembled in a waterproof con• • from between RL-18 and -22 to the membranes over public areas and buildings founded in the lower sands should ignore tainer, 600mm long and 48mm in diameter, depth investigated (RL -43): siltstone, thin• in the central spine. the end-bearing capacity due to the diffi• connected to the surface electronics by a ly bedded varying from extremely weathered culty of ensuring that the pile base rests on cable. The fabric membranes or 'sails' not only pro• to slightly weathered. vide shade, but generate a significant visual undisturbed material. The skin friction avail• One pile on which the reinforcement cage impact and sense of three-dimensional The bedrock beneath the city area is a able for a pile founding just above the silt• had lifted during pouring was found to have enclosure; they have become the resort's calcareous sandstone, siltstone or shale stone was not sufficient to allow a practical suspect concrete. This was confirmed by most dominant architectural feature and known as the King's Park shale. Fossil configuration of piles of the required capa• coring and an additional pile was con• allowed us to exhibit some engineering in• analyses of this material confirm that it was city. Even sharing the load with a raft they structed. formed during the early Tertiary Age under would have had to extend nearly to the genuity. Settlement of the piles is being monitored by marine conditions. Subsequent changes in siltstone, so this would not have been viable Tensioned fabric is also used as a roof to the precise levelling onto reference points on relative levels between land and ocean ex• when the cost of the raft was included. restaurants and public spaces within the the structurs immediately above each pile posed it as a land surface during the late It was therefore decided that piles or bar• Retail square with shades over the plaza major hotels central facilities building. group using a bench mark remote from the Tertiary period. There was then a break in rettes founded in the siltstone and using a Of the total fabric area of 11,000m2, the site. further sedimentary action until the start of combination of side friction and end-bearing Residential flats and shades over Visitors' Centre major part, 8,000m2, is in the form of hypars. the deposition of the younger uncon• would be the most suitable type of founda• Three of the piles have been instrumented in These are based on a 10.8m square plan an attempt to compare their performance solidated alluvium during the Quaternary tion. module with each shade having a rise of period. The King's Park shale occurs fairly against the design. The minimum value of shear strength of the 2.6m between high and low points. consistently throughout the metropolitan In each of the piles to be monitored, three clayey layers obtained from the direct shear The second basic form used in an inverted area and has been proved to a maximum strain gauges have been installed about tests and unconfined compression tests cone on a 7.2m module. Both the hypar and depth of about 300m. 1.0m above the pile base and three strain was 2l9kPa, but shear strengths as low as cone have boundary cables. gauges immediately under the pile cap. In colour the material ranges from dark grey 140kPa were estimated using the pocket The third basic form is a saddle or barrel to black; in composition a clayey sandstone, penetrometer. Therefore, a conservative The strain gauges are the acoustic type vault which was used to form the roof to the siltstone or shale — all calcareous; it con• value of 150kPa was assumed for design manufactured by Soil Instrument Ltd. and Sheraton Hotel. Preformed arch ribs and box tains fossils, lime nodules and is laminated purposes. are connected to a vibrating wire readout gutters provided support for the fabric and unit. or thinly bedded. In all of the in situ pressuremeter tests on M k Is boundary cables were not necessary. The The rock tends to break readily along the the siltstone, the pressure required to initi• It is hoped that it will be possible to compare barrel vaults have a system of hypars weak bedding planes, which makes hand• ate failure in the rock was greater than the the load in each pile with the design load and mounted above them to create a double ling and laboratory testing extremely diffi• capacity of the pressuremeter (7MPa). From also the proportions carried by skin friction fabric roof system. and end bearing. cult. this it was deduced that the shear strength The largest single shade is 20m x 10m and Perched groundwater levels were measured of the rock is greater than about 2MPa. covers the amphitheatre forming part of the at about RL 9 in the upper sand, with arte• However, the unconfined compression tests Core walls: frame structure community facilities. The shade is in saddle sian piezometric heads in the lower sand showed much lower values of strength and Lateral forces and torsions are resisted by a form and is supported by four masts stabi• layers at about RL 2. considerable variability, therefore a design combination of coupled core walls on the lized by cables. Unlike the other fabric Substructure shear strength for the siltstone of 1 MPa was north and east facades acting with the elements on the project in which the sup• column-beam frame across the hypotenuse The existing ground level on the two street chosen. porting structure is independent of fabric, in and the beam-coupled internal low-rise lift frontages varied from RL 13.40 to RL 14.50, this case fabric and supports are mutually Though this value was believed to be reason• shaft (which becomes blade columns above and the underside of the lower basement dependent. ably conservative when the pressuremeter Level 17). level is RL 4.00. The existing Palace Hotel, test results are taken into account, it was At an early stage consideration was given to which is founded at RL 10.20, and a new six decided that piles or barrettes should be The core walls to the north and east facades the way in which the hypar elements were to storey building on the North boundary founded at least 2m below the surface of the comprise the medium and high rise lift be erected and if necessary replaced during panels, were adjudged to be too temporary The batching plant capacity was 60m3/hr founded on a raft at RL 10.26 had to be siltstone to avoid the possibility of founding shafts coupled to the escape stair walls and the project life. The fabric panels are in appearance and thus architecturally un• and averaged about 45m3/hr. The concrete safely supported so an anchored in situ dia• on local areas of softer material which might air-handling plantrooms which are situated a specialist supplied item from outside phragm wall was considered the most on each floor. The inner and outer walls are satisfactory. was delivered from the service area to indivi• Australia and it was recognized that for a be present close to the rock surface. 3 economical and reliable means of support• 450mm thick from the Lower Basement to The principal wall element thus became the dual sites by a fleet of six 5m agitator number of reasons the support structures A letter of invitation was issued to five ing the adjoining buildings and the excava• Level 15, reducing to 350mm to Level 31 then hollow concrete block, as its larger dimen• trucks. should be independent and not rely on the selected contractors giving foundation tion. The diaphragm wall, a nominal 500mm to 250mm to the top level. The coupling sion, compared to brickwork, ensured Aggregates were won and transported from fabric for stability in any way. design loads and design criteria for thick, was cast in panels varying in length beams are 1150mm deep and the same speedier erection plus superior thermal a source 80km away and cement supplied The architect required that the support piles/barrettes and explaining that, initially, from 4.5m adjoining the rather delicate width as the walls. qualities. from Adelaide via Alice Springs. Untreated masts be as light as possible and it was ini• tender documents based on a system of bar• Palace Building, to 7.0m where sensitivity to The central low rise lift shafts extend from Although some timber was used for roof bore water was chemically satisfactory. As tially envisaged that the shade force of rettes would be prepared, but that alter• movement was not as critical. The panels ex• Lower Basement to Level 17 with side walls trusses to houses, light steel frames and could be expected the cost of concrete was about 80kN at each hypar support point be native barrette shapes or cast in situ piles tended to a maximum depth of RL 1.75. The 350mm thick. These are coupled to the stair trusses were generally used to minimize prohibitive, being three times the average resisted by bending in masts which were would be considered. single depth basement walls on the street and main lift shaft walls with 740mm deep transportation damage and reduce long- rate for major centres and consequently was freestanding. The magnitude of bending boundaries to the original building on the Frankipile Australia Pty Ltd. were the suc• beams by 350mm wide. Above this level, five term maintenance costs. Most steelwork is used sparingly. forces was such that a free-standing struc• site were left in place and stabilized by cessful tenderers with a proposal for forty- intermediate-shaped columns support the exposed and tubular sections, bent to An independent testing laboratory was ture was not possible and horizontal stabi• ground anchors. The diaphragm walls were three 1.5m diameter cast in situ piles with floor beams and are coupled to the side curves rather than cut and welded, were established on site. This carried out lizing cables were provided between masts constructed inside of these and from the various diameter belled bases up to 2.9m cores by 740mm deep x 700mm wide beams. used to create acceptable forms. whatever tests were required, mainly for located at upper and lower shade support existing basement level RL 11.25. On com• founded a minimum of 4m below the surface The columns on the diagonal facade are Foundations and ground floor slabs were concrete and soils density and compaction. points and crossed to form an X pattern. pletion of the diaphragm walls a 250mm of the siltstone. The piles were to be con• spaced at 8.5m centres and are coupled with generally cast integrally on the compacted One major problem with concrete was At the boundaries, support cables are taken thick retaining wall was constructed up to structed inside a temporary steel casing and a beam 740mm deep by 1300mm wide. The sand base. Where suspended slabs were re• shrinkage due to a variety of causes. The to the ground at a 45° plan orientation to the main grid. In this way, out-of-balance forces Ground Floor Plaza level. drained to allow inspection of the bases. columns are 1300mm square from Lower quired these were built, whenever appro• aggregates supplied were invariably at the were accommodated close to the point of Prestressed ground anchors to stabilize the The structural design of the piles was based Basement to Ground, 1200mm square from priate, without falsework using profiled 'fine' end of the allowable range and the very walls were installed as excavation pro• application rather than being allowed to on an ultimate (factored) load method using Ground to Level 1, then reduce to 1140mm metal decking as formwork and reinforce• fine material tended to bulk up in the ceeded. accumulate over a number of modules. This the SAA Concrete Code (ASU80- 1982). square from there to the top of the building. ment. stockpiles. Consequently the amount of Ultimate compressive loads varied from The column size is to retain both architec• also allowed the minimum mast diameter Precise survey monitoring points were The scope for structural engineering in• water in the mix varied daily and was often 18MN to 49MN. tural requirements and to maintain stiff• (168mm) to be used throughout. The support established on the top of the walls to check genuity was strictly limited and most of our excessive, which did not worry us too much ness, although a central 600mm diameter and stabilizing cables are pretensioned for possible movement during excavation Only 12 piles had tension loads, thegreatest endeavour went into 'getting the details as far as strength was concerned but aggra• void is introduced at Level 33 to reduce the using turnbuckles to avoid slackening under and stressing of ground anchors. The maxi• of which required 34 C36 bars, bundled in right' both visually and constructionally. vated the shrinkage problem. concrete volume. frequently occurring loads and to reduce pairs. Concrete mum movements recorded were 2mm hori• Although concrete was placed very early in mast displacement under wind loads. zontally and an upward heave of 5mm. A typical compression pile had 0.5% longi• The columns are heavily reinforced at the A pre-mix concrete supplier was appointed the morning during the hot months, the Uplift forces were catered for by simply bury• The basement slab is 300mm thick on blind• tudinal reinforcement (9 C36 bars) and the lower levels with up to 7.5% Grade 410 re• to establish a central weighbatch facility in temperature nevertheless rose very quickly ing a concrete pad and mobilizing soil mass ing over a 400mm thick blue metal drained concrete strength was either 30,35 or 40MPa inforcement. Bars up to 36mm diameter are the service area and from whom contractors and unless curing was initiated promptly, as resistance. Tension piles or ground subgrade. depending on the load. All concrete used used in bundles of four with staggered G-/oc bought concrete at predetermined prices. plastic shrinkage resulted. This was parti• The construction programme got under way The modelling of the torsional behaviour 0°C and 180°. The corresponding value of in June 1982, 14 weeks after design com• becomes particularly important for obtain• the drag coefficient for the tests is approxi• mencement, with the construction of a 500 ing representative estimates of the wind- mately 1.25, whereas CP3, SABR, ESDU and man construction camp. Once under way induced accelerations near the perimeter of AS 1170 recommend values of 1.3 for wind construction was programmed to keep the structure. In addition the wind design on the flat face and 1.1 for wind on the apex. camp population at a constant level. pressures determined from the wind code re• It has been suggested that in turbulent flow, All materials were brought in by double quire some verification as there is little reattachment does not occur and conse• trailer road trains having a capacity of 50 T published information on drag coefficients quently the value of Cp for a triangle in either at an average of six arrivals per day and 12 at for triangular buildings. orientation approaches that of a flat plate. peak periods. A programme of aeroelastic model testing The aeroelastic model tests indicate that on a 1:400 model was carried out in the the Peak Gust and Gust Factor methods In order to give the project a cash flow, 450kW Boundary Layer Wind Tunnel at the overestimate the along-wind response. facilities were opened to the public when Department of Mechanical Engineering, Where the wind flow is not parallel to the completed, commencing with the camp Monash University, during February and plane of symmetry, however, the structure is grounds after 14 months and the first of the March 1982. susceptible to cross-wind effects, thereby hotels in 17 months. To achieve this the significantly increasing the overall forceson water sewage and central energy plant were So that the model would reproduce the the structure. Consequently the wind direc• also completed within this time. The final structural action as closely as possible to tions producing the highest moments are component, the Sheraton Hotel, was ad• that of the full-scale structure, two alu• 0 = 45V and 135°. judged practically complete in September minium sheets were used for the north and 2 1984. east core walls, and, the south west facade The overall effect of the surrounding city Quite remarkably the total project was com• was modelled using moment-resisting col• buildings is relatively small. Although there pleted on time, on budget and with only the umns and beams, calculated to give a cor• is some change in the wind direction for loss of 2,000 man hours out of a total of 1.6m rectly scaled facade sway stiffness. For the which the maxima occur excluding the sur• through industrial disputation. test series this facade stiffness was varied rounding structures, there is no significant During the construction period we had two over an order of magnitude to determine the change in the magnitude of the base personnel stationed on site, one engineer building response characteristics as a func• moments. and one supervisor. Direct supervision of the tion of the overall building torsional stiff• Aerodynamic coupling ness. The model was mounted on a strain work was carried out by the construction Cross-coupling effects of the sway into the gauge balance which could measure base manager with our people advising, this torsional mode were shown to be negligible overturning moments about the x and y Four Seasons Hotel central facilities system creating a few differences of opinion even when the frequencies of the torsional axes, and a torsion balance was fitted to until a working relationship evolved. Mode 1 and sway Mode 2 were coincident. measure the torque produced by a rotational Communications by telephone or telex from This is because the out of balance mass is in displacement of Level 43 about the base the site were not particularly good, compris• the plane of the sway oscillation. anchors were considered but rejected due to The support structures were analyzed in two about the z axis which was fixed at the ing one only radio-telephone circuit which In the orthogonal plane the centreof mass is the limited number required and possible stages. Firstly the cables were assumed not estimated mean position of the shear 'dropped out' continuously during the hot offset from the shear centre, resulting in geometrical problems. to yield and a serviceability loading applied. centre. months. The site staff were therefore fairly significant superposition of the torsional Loadings considered in design were those The mean wind velocity and turbulence in• Compressive cable forces were thus identi• autonomous and dealt with the checking of Mode 1 into the base moment for Mode 4. If associated with pretensioning and wind tensity profiles were designed to approxi• the frequencies of Modes 1 and 4 became fied and these values used as a basis for shop details and minoramendments in addi• effects. Self-weight and maintenance loads mate Terrain Category 3. The effect of the coincident, significant cross-coupling of the cable pretension. All cables were assumed tion to regular supervision. were neglected with the exception of the to be stressed to the maximum value ob• city buildings (Terrain Category 4) was taken sway mode into the torsional mode would be Conclusion roof barrel vaults where access loadings tained. directly into account by including the sur• expected. were considered. Surface pressures on the Yulara was a demanding project even Secondly cable pretensions and external rounding city buildings on the model. shades were determined from wind tunnel though not technically complex. The short Displacements and accelerations applied loads were analyzed to establish The structural damping was varied between tests on similarly shaped rigid bodies. This time-scale for design and construction, Based on a 50-year return period, the maxi• cable and mast forces and associated re• 0.5% and 2% of critical dampings. was considered to be a conservative but coupled with site location and poor com• mum horizontal displacements and twist for actions. This was an iterative process, with acceptable approach. munication, made it necessary fordocumen- Comparison of code the uppermost floor level are as follows: the number of iterations sufficient to limit tation to be absolutely spot on, as small and tunnel derived design forces At the outset a detailed investigation was out-of-balance forces at any node to accept• errors easily dealt with in the city took on the For triangular buildings AS 1170 gives the Table 2: Maximum displacements instigated to identify suitable fabric able limits. appearance of major disasters in the desert! following pressure coefficients: for a 50-year return period materials. For the roof elements a coated Fairly early on, a scaled down prototype It would be true to say however that most of Y- X- fabric was essential but uncoated or open (7.2m x 7.2m) was erected over the camping (1) For a wind direction of Q = 180° us associated with the project and particu• Wind Displacement Displacement Rotation weave fabrics were initially considered a grounds' swimming pool to check the Cp= +0.85 on the windward wall surface larly those lucky enough to go to the site, ex• direction (mm) (mm) (radians) possibility for the shades. However we very system and develop an erection procedure. Cp= -0.50 on the leeward wall surface quickly came to the conclusion that these perienced a real sense of achievement for a 0 =45° 115 23 -0.0064 were not suitable on strength and durability This shade stood happily for some months job well done. (2) For a wind direction of 0 = 45° 0 =135° -176 45 -0.0043 grounds and we concentrated our attention but after a night of very strong winds one The persons responsible in our office for Cp = + 0.85 on the windward wall surface on coated fabrics. corner became detached, much to the con• various sections of the work must not go Cp= -0.70 on the side wall surface sternation of all concerned. The problem We canvassed (no pun intended!) known unmentioned: Cp= -0.50 on the leeward wall surface. Analysis of the peak acceleration levels in• was due to failure of a U-bolt connecting the fabric suppliers on a worldwide basis and a dicates an annual maximum torsional accel• fabric to the support structure. This was Bill Thomas: Structures These values of Cp for a wind direction of number of suitable fabrics were identified. eration of 0.7%g and an annual maximum able to rotate in a vertical plane but not Colin Mathison: Civils 180° are consistent with the drag coefficient These included pvc-coated polyester, sili- sway acceleration of 0.9%g. Based on an in• horizontal plane, and the very small in-plane of 1.30 recommended for a tower-like struc• cone-coated fibreglass and teflon-coated Alan Saxon: Fabric structures tegration of the response data with wind forces from the fabric had eventually ture of triangular cross-section. fibreglass. A specification was developed speed data, it can be shown that the horizon• fatigued the bolt, which failed in the thread Tony Phillips: Geotechnics For a basic regional design speed of 40m/s on the basis of these materials and we tal accelerations near the human perception area. Fortunately the problem was fairly Walter Mclvor: Site engineer called tenders. As could be expected the in Terrain Category 3, the base moments limit of 1%g will occur only once in a return quickly solved by increasing the bolt dia• fibreglass alternatives, whilst offering the Harry Calverley: Site supervisor determined in accordance with the Peak period of between two and five years which meter and changing the detail so that bear• most durable solution, were significantly Gust Method, Gust Factor Method and the is well within acceptable limits. ing did not occur in the thread plane. As one would expect Yulara has had much more expensive than the pvc-coated poly• Wind Tunnel Tests are compared in Table 1 Sub-soil conditions The use of fabric elements for shade has publicity and has gained the country's ester which was chosen. The material was for a wind direction of 180° and 45°. Golder Associates carried out a site in• proved very successful and although indivi• highest awards for architecture, landscape supplied by Sarna Kunstoff from Switzer• Contrary to code data, the mean response of vestigation of six boreholes. The results, dually small in scale, the overall use has and construction. Alas no engineering land. the structure is similar for wind directions of together with those from an earlier borehole, helped give the resort its unique architec• awards to date, but we remain in hope. The required shapes of shade were deter• tural character. mined which satisfied minimum surface Credits Table 1: Comparison of Code and wind tunnel-derived design moments with uniform tension criteria. This process, Construction Client: Base moments (MN - m) known as 'form finding', utilizes finite ele• The 120-week design and construction pro• Northern Territory Government ment and the dynamic relaxation method of gramme allowed for the project would have Wind direction Design method Architect: Mx My Mz analysis developed by Arups in London. The been ambitious for a project in or near a Philip Cox & Partners 1 Peak gust method 1870 — — method is based on the fact that to go from major centre, let alone one of such scale and Consulting engineers: 0 = 180° 2 Gust factor method 1674 one state of equilibrium to another a struc• remote location. Ove Arup & Partners — — 3 Wind tunnel tests 1397 500 118 ture must move. By writing equations of The project was divided into 24 major Project and construction managers: (1614) (700) (206) motion for the structure and applying damp• elements or packages, each with its own White Industries Ltd. ing to make the structure come to rest, the design and construct programme within an 1 Peak gust method -710 1028 -212 computer methods follow the procedure overall programme for the work. Tenders » =45° 2 Gust factor method -691 1016 -214 that happens in nature (I think!). were called by the construction manager 3 Wind tunnel tests -1088 1122 -226 Having established the 'form found' shape, from companies which had registered inter• Notes: loadings defined as pressures and fabric est and had attended briefing meetings in 1 The base moments determined by the Peak gust method have been reduced in accordance with and cable pretensions were applied and the Alice Springs and Darwin where the scope, Table 5.2-^S 1170. final deflected shape, fabric stresses and locations, logistics and site conditions and Photographs: Courtesy of Philip Cox & Partners 2 The values in brackets are the maximum base moments for wind direction of 0 = -135Vi. border forces determined. constraints had been fully explained. down its length to Harbour and as a joint venturer and principal tenant in The R&l Bank tower the Indian Ocean. At the same time it March 1985 and construction recommenced The Sydney Cove responds to the Old Palace Hotel and the in May 1985. The building is due for comple• Bicentennial Project Dan Ryan two major roads which intersect at the cor• tion in December 1987. ner of the site. General description of the structure marine hydraulic The site The building is a reinforced concrete struc• Architect: Cameron, Chisholm & Nicol The site is on the north east corner of the ture. It is triangular in plan with concrete studies intersection of William Street and St. shear walls on the two shorter sides and The brief George's Terrace in central Perth and is columns and framing beam along the hypo• In August 1980 the Bond Corporation issued 67.1 x 58m. The original Palace Hotel occu• tenuse. As the centre of rigidity is eccentric John Nutt terms of reference to study and evaluate the pies the front corner of the site. Constructed from the centre of mass and it is a reason• design of an office tower on the Palace Hotel during the hectic goldrush days in 1894 for ably slender tower, there was concern that Site, St. George's Terrace, Perth, while re• John de Baun, it has been a landmark for side wind forces could result in unaccept• Architects: taining the original three storey Palace Western Australians for many years. able torsional vibrations. Government Architect in Hotel Building which carries a National The design A wind tunnel test was undertaken to estab• association with Hall, Bowe & Webber Trust Classification. The solution adopted was to provide a build• lish and confirm wind pressures to be used The architects, Cameron Chisholm & Nicol, ing with a triangular floor plan, that faced for the static and dynamic analysis, with Sydney Cove, in the centre of Sydney, is the and the consultant team, developed a south west towards the predominant views particular attention being given to the tor• cradle of white settlement in Australia. dramatic 48 storey building which satisfied and the Old Palace Hotel. A series of bay sional characteristics of the building. Almost 200 years ago, close to a fresh water the major parameter that all offices should windows on a 6m module were formed on the The typical floors are of conventional in situ stream, Sydney was founded by a party of face the excellent views of the Swan River, main facade to provide six 'corner window' reinforced concrete beam and slab con• soldiers and convicts, sent from England in struction. Various floor systems including offices in the prime position on each floor. the First Fleet. The Tank Stream can no All service areas, lifts, stairs, toilets and air steel beams were considered but the in situ longer be seen but a plaque on the shores of handling rooms are located on the northern beam and slab proved the most practical Sydney Cove will soon mark its locations in and eastern facades where the outlook is and economical for this building. one of the many actions that, in 1988, will much less interesting. The building is founded on forty-three 1.5m celebrate the bicentenary of Australia's The building at 207m high above ground diameter piles belled out at the base to founding (Fig. 2). floor level will be the tallest in Perth and the found on consolidated siltstone approxi• History abounds around this small inlet third tallest in Australia. The triangular mately 30m below basement level. which has changed its character so greatly floors have a side dimension of 42m, giving The basement walls are in situ concrete over the years. Now a bustling metropolis net lettable floor areas of 866m2 for medium diaphragm walls constructed from the ori• 2 flanks its shore. Tall buildings stand 1. Sydney Cove circa 1880 and high rise and 782m for low rise floors. ginal basement level. These were retained First, there is the completion of the Opera proudly. The Sydney Opera House glistens House forecourt and surrounds. When open• There are two basements for car-parking by prestressed ground anchors installed as (Circular Quay viewed from , from a in the bright sun on its eastern promontory, ed in 1973 this area was substantially un• and an open pedestrian plaza area at ground excavation proceeded. Diaphragm walls hand coloured wood engraving by S. Calvert in the the Sydney Harbour Bridge springs majesti• finished, with acres of bitumen totally out of Nat West Australia Bank collection). floor. were selected to minimize possible damage cally from the western. Ferries and hydro• character with the elegance of the building. to the adjoining perched buildings. The ground floor foyer is 20m high so that foils hurry to the Circular Quay terminal, so- That will be repaved with more appropriate Structural analysis for lateral loads the first floor is above the roof level of the called because in sailing ship days the cove materials. The temporary covered walkway The final structural analysis for lateral loads Palace Hotel. An acrylic canopy will link the was shaped in a semicircle to berth the wool connecting the Opera House to the city will was carried out in the following sequence: tower ground floor and plaza area with the and grain square riggers (Fig. 1). Many of the be demolished and another built below Old Palace Building. (1) Static analysis with unit loads of a 54 old colonial stores and warehouses are still ground, so that the forecourt has visual Above ground floor, there are 48 storeys of storey half model fully fixed at pile cap level to be seen in The Rocks area which fringes linkage with the water. A wonderful water• the western shore, and which has become a 2. Sydney Cove. The Sydney Opera House is on the office and executive accommodation. The (2) The deflections due to the unit loads were front promenade will be constructed around flourishing tourist precinct. left, the Overseas Passenger Terminal (right) is par• three topmost floors in the triangular spire used to construct a flexibility matrix for a 6 the whole length of the cove. There will be That now is the setting for an exciting and tially reconstructed, The Rocks area with the will house the principal executive suites. node model on which one model analysis parks and plazas, pontoons and jetties. southern approaches to the Harbour Bridge is on technically challenging project for the The cladding to the building consists of was carried out to determine periods of Dilapidated buildings will be demolished the right, with the centre of Sydney at the head of Bicentennial Year in which we take part. double-pane glass and fluoropolymer- vibration and those that are kept will be refurbished. the cove (Photo: Horizon/Neil Duncan) coated aluminium panel curtain walling. (3) The wind loads from the wind tunnel test Programme were applied to the static analysis model to Construction of the diaphragm walls com• give displacements and member forces. menced in August 1981. Excavation and in• Wind tunnel testing stallation of ground anchors followed, then VZZ22. The shear centre of the structural arrange• piles were installed from basement level. ment is very close to the right angled corner •///////// Construction continued until the ground and the centre of mass a considerable dis• Clay ?,/////;?, floor was complete in April 1983 then ceased tance away at about the centre of the tri• while a principal tenant was sought for the Siltstone angle. The potential for significant torsional building. coupling with the sway modes with the 1. Section through the building The Rural and Industry Bank of Western centre of mass significantly offset from the Australia joined with the Bond Corporation shear centre is considerable.

William Street

Top of 500 thick limestone '•Hasp working platform R.L. 6 00 Existing Palace Hotel Hi

LETTABLE OFFICE AREA

' Diaphragm wa

Typical floor & beam layout

-S -J—"~— 7— 7-

2. Plan on pile foundations 3. Typical low rise floor (METRE S £5 14- 2 £o« |„.

0 It 00? 0.06 o i 02 OS i 1 0 10 »0 00 t 0 RETURN PERIOD (VEARS)

6. Wave height probability

7. Conveyors 310 . General view of Newlands coal wash plant

At the end of each so-called cost period, the brief called for a structural engineer's report detailing the achievements in the period, the current approved budgeted manhours for the entire project, any claims for increased manhours due to change of scope, and a 3. Sydney Opera House approaches progress report comparing actual progress against the S-curve. Corrective proposals were required for any shortfall. Time basis fee claims were submitted at the end of each cost period supported by copies of project time sheets drawn up to coincide with the period dates.

CONCLUSION

7. Hydrofoil ferry (Photo: John Nutt) Mobilization for the Newlands Mine Project 7 — Coal Wash Plant had commenced in November 1981. In June 1982 the commis• sion was formally concluded. In that period we had designed and detailed some 1,400 tonnes of structural steelwork, extensive concrete works and accepted extensions of [iii our commission to lead the building design 8. Settling cones 9. Reject bins team on the four-storey control building and other peripherals. Surge bin We had worked with process engineers as The surge bin is located in the main washery columns was eliminated and vierendeel our principal consultant and contributed to a design where structure is totally subor• Sfa wall » building at the start of the coal washing pro• action relied upon between tubular beams cess. As with the raw smalls bin, the surge and columns to provide stability. dinate to the process itself. We had made bin is in fact a pair of bins to satisfy each Plate thickness within the cone varied from judgements to ensure reliable operating per• process line. The bins are 7.2m wide, 4m 12mm to 20mm at the ring beam, with the formance, for any malfunction causing par• deep and 7.5m high. As with the raw smalls support frame fabricated from 813mm dia• tial or total shut-down involved losses far in bin, each bin has a single charging hopper meter tubes with 508mm diameter hori• excess of any savings accrued by refined and dual discharge chutes. zontal bracing members. design. Newlands had required a sound first 4. Upper and lower concourse levels 8. Water Research Laboratory wave flume test The nominal working capacity of each bin is Reject bin principles approach to its unique set of 100 tonnes with a capacity for structural pur• design problems. The reject bin is a self-contained cylindrical poses of 170 tonnes. structure with cone-shaped roof and hopper On 3 December 1983, the Governor of The railway station and ferry terminal are The bin sides are planar and made up from elements supported at four points on a Queensland, Sir James Ramsay, officially replanned. Part of the overseas shipping plates ranging in thickness from 8mm to braced frame (Fig. 9). opened the Newlands Mine Project. In < passenger terminal, built in the days of 16mm supported on 230x76 channel mid-1984 Newlands produced its first coal, < > mass migration to Australia and now too The bin is 9m in diameter with an overall WATER LEVE L PROt IABILITY secondary beams. Again primary beams act on schedule. It is now operating at full large for its cruise-related activities, will be height of 15m. The nominal capacity of the FUNCTION as ring beams and are fabricated from capacity achieving outputs in excess of WATER LEVEL (FROM WRI REPOR bin was 300 tonnes with a capacity for struc• (FROM 3) demolished to make way for a park; and ex• targets, the hallmark of a successful enter• TIDE TABLE o 310 UC sections. tural purposes of 450 tonnes. It was con• panded to accommodate restaurants. The prise. Maritime Services Building, headquarters The bins are supported from the main frame structed from 10 to 12mm plate and the sup• Credits for Sydney's port authority, will become the members in the washery building and are port frame was fabricated from 310 UC and home for the Power Collection of Art. Camp• totally integrated into its structure. 630 UB sections. Client: ^ 1.2 Mimets Developments Pty Ltd. bell's Cove, a small indentation close to the Settling cone PROJECT CONTROL > Principal consultant: tourist area of The Rocks, will be stripped of The settling cone (or pair of cones) are As with all projects in the natural resource Mitchell Cotts Projects Pty Ltd. its ageing timber wharves, buildings and car located outside the washery building at the development industry, project control pro• f Structural engineers: • parks and rejuvenated by landscaping and end of the washing process (Fig. 8). As the cedures on time and cost were comprehen• 5 1.1 Ove Arup & Partners s paving. First Fleet Park will be reshaped and name implies they are used to settle solids sively defined in the brief. CD replanted. The results of haphazard develop• from what is basically a liquid and hence the The proposal on which we were commis• Acknowledgement CO loading is different from the bin structures Published with the permission of S ,.o ment will be put right. sioned contained a complete schedule of described. MIM Holdings Ltd. Our role encompasses coordination, man• the drawings and documents to be produced agement and engineering. There are seven Each inverted cone is 16m in diameter, 14m together with an outline programme detail• distinct precincts in the project involving high with the top of the cone located 24m ing engineering and drafting assignments four architectural firms acting under the above ground level. The operating capacity over the duration of the project. These were 0.01 0.02 0.05 0.1 0.2 05 1.0 2 direction of Andrew Andersons, the Assis• of each cone is 160 tonnes, the self weight expressed as cumulative man weeks approximately 60 tonnes and the support S-curves and formed the basis for monitor• Return period (years) tant Government Architect. In addition to be• ing lead consultant on the Opera House frame 40 tonnes. ing our progress at four-weekly intervals, co• inciding with the client's overall project 5. Return period of recorded water levels at Fort Denison (AHD) forecourt precinct, we are providing the civil To give a pleasing form to such large struc• 10 engineering on three others, structural tures, cross-bracing between the supporting monitoring. 19 COMPONENT PARTS 2.5m The demanding technical challenge came Water levels and waves Buildings AHO from two areas. Firstly, having to place the The investigations which resulted in the The raw coal building is a seven level struc• 2 Im parapet, which includes a wave deflector, at determination of the height of the wave ture some 28.5m in height over a plan area ot AHD an appropriate level — not too high so as to deflector developed over a six-month period 28.7m x 23.8m (Fig. 3). It is set out on a block light and air from the lower concourse with major parameters changing from time regular grid varying in spacing from walkway, not too low so that on occasions to time as the design developed. 'green water' would overtop the parapet. Water levels along a sea wall are determined 3.7m-8.3m to suit plant layout. Generally '6mAHD by the height of the tides and the interaction 310 UC columns were used with beams rang• Secondly, devising a construction tech• ing from 200 UB - 760 UB depending on load W///M * of waves impinging on the wall. In the ex• 1 lm nique for the lower slab which was to be con• and span. The major items of plant con• treme case of a vertical wall, the reflected AHD .5 ' 1 0m structed beyond the existing sea wall at a AHD t wave interferes with the approaching wave tained in the building and their operating level of 2m below the highest of tides. loads are tertiary crushers (92 tonnes), raw so that a standing wave of double the height Water Sf)l • )0d results. A wave deflector would turn this coal bins (300 tonnes) and dedusters (196 'eve The general arrangement, now somewhat tonnes). Raw coal screens and raw smalls changed in detail but not in principle, is back on itself and permit a lowering of the wall crest. feeders imposed loads at 14H£ and 33H£ re• shown in Fig. 4. spectively. :

The washery is a larger structure measuring 11. Probability of selected wave generating events overtopping a designated crest level 39m x 40.4m in plan but rising to approxi• mately the same height (Fig. 5). As with the Crest level Combined High tide level AHD Hydrofoil wave (m) Ferry wave (m) Wind wave (m) raw coal building it is completely open at the (m AHD) frequency frequency frequency frequency frequency sides but does have roof cladding, a detail 1 5m AHD most suited to the high temperature, low 2.5 AHD Once/100yrs 1.50 0.90 0.30 — rainfall climate. Grid spacing varied from Once/100yrs Highest73hrs Average 9. Selected wave deflector profile 3.8m-6.0m with 310 UC and the complete 4. Coal preparation plant 2.4 AHD Once/20 yrs 1.25 0.90 0.30 0 15 range of UBs being employed for columns Once/5yrs Highest/3hrs Average Once/week and beams. Major loads carried in the build• 2.3 AHD Once/5 yrs 1.15 0.90 0.30 0.15 ing were from surge bins (170 tonnes) and WAVES WAVE HEIGHT (ml Once/year Highest/3hrs Average Once/week batac jigs (240 tonnes). Screens and feeders 2.2 AHD Once/year 1.10 0.90 0.30 0.15 RUNUP HEIGHT fm imposed loads of similar frequency to the Twice/year Highest/3hrs Average Once/week raw coal building. Once/month TIDES INDEPENDENT PROBABILITY 2.1 AHD 1.0 0.90 0.30 0.15 Beams were generally designed as simply 0 000 Once/f'night Highest/3hrs Average Once/week supported with continuous two span beams only used to meet headroom requirements NO or avoid plate girders. In all cases these were OVERTOPPING 1 beams subject to dynamic or exceptionally Gantry or tremie support heavy loading. Where effective lengths were to contractor's detail excessive, horizontal floor bracing was pro• /

vided to reduce beam sizes. Existing Beam end connections were rationalized by Whalings Struts structure adopting a simple fin plate detail as stand• < 0 » .1370 ard for the static load case (Fig. 6). Where + 2 50 •i • the shear exceeded the fin plate capacity, r this was replaced by an end plate detail 0 o 2*3 bolting to the beam or column as the case •v. OOOmAHD O.OOmAHO may be. For dynamically or torsionally ' 4 Tremiej loaded beams, full depth end plates with lowered flange plates on coped beams were Sheet adopted as standard detail. M20 bolts were adopted as standard with / Struts it required 5. Washery some M24 used in larger connections. All OVER TOPPING ZONE FOR PROPOSED CREST bolts were torqued to avoid nuts vibrating Seabed loose. TB (bearing) was specified as the During the early stages of design develop• ' 4 Marine ment, efforts were made to rationalize the Marine deposit bolting system with TF (friction) used only deposit where non-slip joints were required. conveyor supporting structure to simplify o : • 310UC97 worked well as the standard construction and reduce costs. Typically column size with heavier310UCs used as re• each conveyor is supported by a box truss Rock quired. End-bearing column splices were which generally spans 12 to 18m. The trus• Static load specified, with M24 and M30 HD bolts used ses are 1.34m wide and 1m deep and fab• in a series of standard base plate details. ricated from angle members with RHS end Angle X-bracing was used as a first frames, all being fully welded construction. 10. Probability of overtopping 12(a). Drive two parallel lines of sheet piling 12(b). Tremie mass concrete wall preference, with SHS A-brace or K-brace The support trestles are basically plane for wave and tide combination and dredge to rock between configurations adopted where X-bracing frame structures ranging in height from 3m could not be coordinated with process or ac• to 21m. The trestles were rationalized into engineering for the reconstruction of the cess requirements. Centrelines of bracing three families and were fabricated from Precast concrete Overseas Passenger Terminal, and we act as members were made coincident with the universal beam section legs between 410 Static load wave deflector High shear coordinator between the lead consultants face of the column web or flange. In this way and 250mm in depth with angle K or for three precincts in Circular Quay West. + 2.50 bracing cleats were always welded to the X-bracing and bolted connections. Perhaps the most technically challenging beam and hence the beam end connection High water\" h Raw smalls bin has been the marine work associated with Upper section was required to transfer shear (and triaxial of seawall O.OOmAHD \_ The raw smalls bin is located in the raw coal the Opera House forecourt. OOOmAHD where these occurred) forces only. Result• building and includes a series of screens Jorn Utzon's concept of the Opera House Low water ing eccentric load bending moments about within the bin itself. The bin is in fact one of a shells standing on a granite plinth, to be column major axes were quite low and easily pair consistent with the two parallel produc• approached by the monumental stairs from accommodated. Dynamic load tion lines which run through the wash plant Torsional load the forecourt, has been the starting point. A Mass cone, complex. Each bin is 7.1m widex6m deep covered walkway, above ground, would seawall base Horizontal 'in floor' bracing was used where with an overall height of 13m. Charging is separate the forecourt from the harbour. In concrete floors were not present to transfer through a single hopper over the full width Face ol llange an enlightened solution, Andersons instead horizontal forces to vertical bracing. These or web with two discharge hoppers at the base of has positioned it below existing ground level Seabed were detailed as pre-welded horizontal Marine Marine each bin. The nominal washing capacity of along the water's edge. But those ground deposit deposit trusses bolted into position to avoid the each bin is 175 tonnes and for structural levels are very low, only 1.5m above the need to fit numerous small members and so calculation the bins were rated at 300 highest tides, and to avoid the passage slow down the erection process. tonnes each. becoming an enclosed tunnel, it has been Sandstone left open on the seaward side. The result is a Conveyors The bin sides are planar and constructed Bracing setout Rock anchors The conveyors within the wash plant are all from flat plates with thickness varying from new concourse on two levels, one covered I as required elevated and supported from a series of 10mm to 20mm. The plates are supported on and the other open, along which pedestrians trestle frames (Fig. 7). Each conveyor either a series of secondary supports from 127 x 64 can walk (Fig. 3). The lower level will provide shelter and accommodation for cafes and terminates at a building or transfer tower at channel, and primary supports acting as 12(c) Dewater to top of mass concrete and form 12(d) Remove sheet piling, place fill behind wall which the conveyor is supported both verti• ring beams ranging in size from 200 UB to shops, the upper concourse will be terraced and pour upper wall section dewater to below slab level and pour floor slab 6. Beam end standard details to permit outdoor seating and eating. 18 cally and laterally. 760 UB. Tide levels in Sydney Harbour have been observed for nearly a century at nearby Fort Denison. The tidal range is not great — about 2m annually, and the highest ob• served level of storm surge and tide, at 1.48m Australian Height Datum (AHD), is approximately 0.3m above highest astro• nomical tide. This recorded data gave a solid base from which predictions can be made (Fig. 5). Wave heights are not so readily deter• minable and were the subject of both theore• tical study and site observation. Waves are caused by both wind and boat • traffic. Wind waves were determined by the method of Bretschneider from wind data provided by Professor W. of Monash Univer• sity who had results of a comprehensive assessment of the wind climate of Sydney based upon the anemometer records of meteorological stations and terrain model• ling in a boundary layer wind tunnel. The site is sheltered, the fetches were not great and the peak waves for the relevant directions are of the order of 1m for a 50-year return period (Fig. 6). Several investigations were undertaken to determine the height of waves generated by different classes of boat traffic. The Water Research Laboratory of the University of New South Wales, together with the NSW 3. Raw coal building Department of Public Works, were commis• sioned to measure waves generated by mesh floor layouts tor minor floors and plat• Storage structures finite element method was used with 2D hydrofoil, ferries and other traffic near the forms. The raw smalls bins, surge bins, settling membrane or plate bending elements. The site and elsewhere. Other movements were Interim milestones included a preliminary cones and reject bin comprised the storage analysis was carried out using the finite ele• taken on a wave stick attached to the steel order of major sections and plates to structures of our commission. In all cases ment program PAFEC. Sydney Opera House skirting panels, and offset long lead times with steel delivery, these were of steel plate construction In the case of the settling cone, an axisym- back calculations carried out to give inci• and load diagrams for the civil engineers to although the form and structural system metric model was used and for the reject bin dent wave amplitude. Briefly, hydrofoils design foundations for our structures. varied. a V* sector was analyzed. generate the highest waves (Fig. 7), parti• The principal loadings on these structures Design sequence cularly the outward bound hydrofoil as it Structural planning resulted from the stored material, this being Structural design commenced by studying climbs onto the plane. Catamaran ferries The structural components of the wash coal at various stages of the process the GAs and locating loads from the equip• and heavy displacement ferries, although plant could be broken down into a number of through the plant. Current design methods ment load schedules. Preliminary beam more frequent than the hydrofoil (one discrete design packages. There was the for this type of structure recognize two basic sizes were determined for the purpose of passage every two minutes at rush hour), raw coal building and the washery linked by loading conditions during charging and dis• checking headroom and clearances for generate markedly lower waves. a series of conveyors transporting coal in charging, these generally being referred to equipment, access, chutes and pipework. A basic design interval of 200 minutes was various stages of preparation (Fig. 4). Within as static and dynamic loadings. Generally Attention was focussed on areas carrying adopted for examination. This was selected the raw coal building and washery were raw the dynamic loadings are more onerous than vibrating machinery and although much of because, within the tidal cycle, the water smalls bins and surge bins respectively, the static case. the load information was preliminary at this level remains within 0.2m of high water for each a separate design package as were the stage, with some knowledge of the imposed approximately three hours. In this interval, settling cones and thickener tanks beyond A number of methods for the determination frequency, a reasonably accurate estimate there will be on average 30 hydrofoil pass• the washery on the 'product' side. There was of pressures within the bin are available, 13. Construction in July 1986 (photo: John Nutt) of beam size could be determined and future ages, 100 ferry passages and 6,000 wind also the stand alone reject bin. which, to a lesser or greater extent, recog• waves. The combination technique adopted nize the effects of static and dynamic problems avoided in these critical areas. We therefore set up two design teams, one A system ot simple cross bracing was is known as Turkestra's Rule and takes an above still water. This ratio permitted the in• dewatered sheet pile caisson. The adopted loadings. In Australia, at the Universities of under John Ryder responsible for both the developed for each grid line in accordance appropriate peak wave from one source and dependent probabilities of incident waves procedure is shown in Figs. 12(a) to (d). Newcastle and Wollongong, considerable raw coal and washery buildings, the other with the principle to avoid the main plant combines it with the mean waves from other and still water levels to be combined to The slab is built on reclaimed ground behind research effort has been directed to under Alan Saxon for conveyors, bins, sett• area, and checks made that adequate clear• sources. The peak boat wave was taken as develop the inter-related probability of over• a mass concrete sea wall. Initially, two attempting to rationalize the various design ling cones and thickener tanks. ance existed for access, pipework and 2.0 standard deviations above the mean for topping, which is represented in Fig. 10. parallel lines of steel sheet piling, 4m apart, approaches and identify suitable methods Ian Mackenzie was consulted on the most chutes. Where clashes occurred, the brac• the hydrofoil, and 2.3 standard deviations There are a number of ways of expressing are driven along the line of the concourse in an area of engineering analysis which is appropriate way to plan design and docu• ing was converted to K or A bracing to avoid for the ferries. The peak wind wave was the risk of overtopping, one method being to edge. The marine sediments are dredged out still somewhat empirical. mentation, for he had led the design team on the conflict. taken as 1.7 times the significant wave calculate the frequency of overtopping for After a review of the available methods we to rock level, a depth of up to 5m in places, two previous heavy medium coal washerys predicted (the average of the highest one various crest levels and related wave followed the approach identified by the Design then proceeded on an iterative basis but averaging 3m. A mass concrete gravity at Saxonvale and Stockton Borehole in the third of all waves). Thevariouscombinations generating events. A selection of these is above-mentioned universities and this between structural and process/services wall is constructed by tremie methods to Hunter Valley of New South Wales. We were determined and a design probability shown in Fig. 11. resulted in pressure determination using the engineer until it was complete for the final just below low water level, after which the resolved that plans and elevations for each established (Fig. 6). methods proposed by Janssen, Jenike, choice of equipment type and load. Marking An assessment was made of the volumes of top is dewatered so that the upper wall sec• level and each grid line longitudinally and Walker and Walters. The basic input to the plans and elevations were completed for 'green' water which would surge over the tions and the wave deflector can be con• laterally would be drawn for both buildings analysis was the bin geometry, which was each level and grid and cross-referenced to Wave deflector crest if extraordinary wave events occurred, structed in the dry. Between this seawall in order to give us flexibility to document defined by Mitchell Cotts, and coal proper• connection details for each different node Various configurations of wave deflector and the land the area is filled to the under• so as to design an appropriate drainage changes to any detail, which invariably ties. Tests were carried out on what was con• were tested in the flume at the University of type. system. side of the slab so that, when dewatered, the arose given the iterative nature of this type sidered to be representative samples to New South Wales. The geometric arrange• Concurrent with building design, separate slab can be cast on the fill surface in the dry. of design. establish the necessary properties. From ment of a wave deflector is for an overhang Construction techniques designs were prepared for the conveyor Piles at approximately 8m centres carry the this data, using the methods mentioned, to turn the wave back on itself during reflec• Being over the water, the concourse is in We were not starting from scratch. Mitchell system, raw smalls and surge bins, settling loads to the underlying rock. pressures were established. These varied tion, which is illustrated by the photograph many ways like a wharf, except for one Cotts GA drawings were set out around an cones, thickener tanks and reject bin. The work is currently well advanced (Fig. 13) with location and structure up to a maximum of one of the tests in Fig. 8. Both the angle critical factor — it cannot be constructed orthogonal spacing for columns and beams The design programme called for a prelimi• and it is anticipated that construction will be of around 300 kpa as a local pressure con• and dimensions of the overhang can be using the same techniques since the deck that, by experience, could be quickly worked nary steel order (PSO) to be placed at the end completed by July 1987. centration. changed, and experiments were carried out level is within the intertidal range. Under into a supporting structure. We were thus of week 15 so that the majority of steel Credits: on varying combinations to find the most both temporary and permanent conditions, able to commence drafting plans and eleva• would be available to the fabricator at the Client: The structural analysis methods adopted suitable within an acceptable architectural uplift forces act on the underside. Those tions concurrent with frame analysis for varied with the structures because of their start of his contract. The PSO was to contain NSW Department of Public Works profile. The final selected shape is shown in hydrostatic forces are both static and overall load support and stability. geometry and form. The raw smalls and all section and plate that had been designed Architect: Fig. 9. dynamic being due to tides and waves. It was necessary at this time, to agree upon surge bins, being plane-sided, consisted of a to that date, especially those sizes not nor• A number of construction options were NSW Government Architect. a bracing principle so that the distribution of mally held by stockists. Contract docu• The performance of this wave deflector Special Projects Branch, in association with series of two-way plates supported by developed and costed. One was to build the horizontal force through the structure could ments were written that the successful fab• under the influence of predicted waves for Hall, Bowe & Webber beams, and the approach adopted was to be assessed. Despite the disadvantage of ricator would take possession of the order various probabilities could then be deter• slab high above water level and lower large Construction manager: use standard formulae for plates together mined. It was established that at overtop• finished deck areas down onto the piles and John Holland Constructions Pty Ltd. low dead load to counteract uplift, we with skeletal frame analysis where neces• from the client and be responsible for a se• lock into place — a reverse lift slab tech• agreed all bracing be placed in outside bays cond order enabling complete fabrication in ping there was a ratio between the height of Seawall contractor: sary. The reject bin and settling cone were clear of the main process itself. 12 the incident wave to the height of the crest nique. Another was to build the slab within a Costain-Australia Ltd. cylindrical and conical in shape and the accordance with the working drawings. 17 time by the Company, must be made for the SAA and MIM standards were to apply Our brief required us to review the then 'cur• A second computer model was developed to Newlands addition of a similar 4 x 106t/a wash plant to unless specifically altered by the brief. New Brisbane rent' scheme and two alternatives, and to simulate the parking demands occurring at give a total capacity of 8 x 106 t/a.1 the terminal kerbside. This model uses the Mitchell Cotts would provide loading sche• develop one of these schemes (or an addi• coal wash plant, Ove Arup & Partners had built up a strong 'busy day' air passenger arrival/departure dules giving dead, live and dynamic charac• International Airport tional, preferred arrangement) to sketch relationship with Mitchell Cotts over the distribution and landside travel parameters teristics of all equipment to be installed. plan stage. Assessment criteria included Queensland to simulate peak period kerbside parking years on iron ore and coal projects in Machine volumes and bulk densities would terminal access roads traffic circulation, intersection perfor• demands. Additional data inputs are propor• Western Australia and New South Wales. We be provided along with blockage and spil• mance, car park access/egress, terminal tions of air passengers with baggage and were therefore invited to put in a proposal lage allowances for certain items of equip• and car parks kerbside operations, pedestrian-vehicular Ron Bergin distribution of car and taxi drop-off and pick• for the structural engineering of the wash ment. interaction and implementation feasibility, plant and were successful. and cost. up times at kerbside. The wash plant would be represented by a Clive Humphries INTRODUCTION We were not responsible for civil engineer• The review of the various schemes led to the set of general arrangement (GA) drawings A Schedule Impact Model (SCIM) was Coal mining in Australia is by far the largest ing or foundations. These were to be done by developed to determine the landside trans• recommendation of an alternative layout showing process, access and maintenance Approximately 13km north east of the city export earner with receipts of A$5 billion in the consultant responsible for the overall port demands generated by alternative air which displayed improved performance with space requirements in plan and elevation. centre, work is currently under way to con• 1985, accounting for more than 15% of the civil engineering of the mine infrastructure. passenger arrival/departure and aircraft respect to the nominated assessment cri• struct a new international airport for Bris• country's total export revenue. The record 88 Mitchell Cotts were responsible for all pro• These would form the basis for the struc• movement schedules. SCIM used informa• teria. In particular, the analysis of terminal million tonnes of coal exported in 1985 cess and services engineering, with Arups tural engineer to put an orthogonal structure bane. Serving one of the most rapidly develo• tion from the Functional Brief to generate a kerbside parking demands had indicated an placed it more than 10 million annual tonnes responsible for all supporting structure in of beams, columns and bracing about the ping regions on the continent, the new faci• distribution of passenger movements by inadequacy in kerbside capacity; a twin car• ahead of second-placed United States. concrete and structural steel from the process in the first of many design itera• lities are scheduled to open in 1987, in time time of day for the terminal 'busy day' in riageway terminal frontage road was there• In 1981 MIM Holdings Ltd. became a major underside of base plates upwards. tions, leading to a final solution as the total for the World Expo to be held in Brisbane in 1995, 'the design year' (7.091 M annual fore proposed, effectively doubling kerbside force in the industry when it announced In addition to the wash plant buildings, our design evolved. 1988 — the year of Australia's Bicentennial. passenger movements through an assumed capacity. The decision to construct a new airport plans that its Newlands export coal project brief included all Conveyors and transfer The brief included design criteria for beams Joint User Facility). The model was verified By the time the design development stage arose as a result of increasing passenger was to proceed with planned operation by towers plus the structural design of bins, and columns supporting vibrating loads. To by application to a 1981 aircraft and commenced in April 1984, sand filling, vary• mid-1984. settling cones and thickener tanks which avoid resonance during start up and opera• traffic and the trend towards larger aircraft passenger movement schedule and com• ing from 2 to 3m in depth had been placed in the 1970s. The outmoded terminals, parison with data collected in the 1981 A total of 5 million tonnes of coal per year formed an integral part of the process itself. tion, the natural frequency of beams was to over the majority of the site. Analysis, under• limited runway length and noise factors Brisbane Airport Transport Study. was to be exported through a new coal port be not less than 1.5 times the imposed fre• taken by Arup Geotechnics, involved a re• quency. Due to the nature of the structure, served to restrict the extent of operations at at Abbott Point (Fig. 1). This would comprise PROCESS DESCRIPTION SCIM permits the user to specify a range of view of the numerous investigations under• zero damping was assumed and the maxi• the existing airport. 4 million tonnes of steaming coal by 1985 The raw coal is treated in two separate sec• landside travel parameters: access modal taken by DHC since the start of the project. mum permissible bending stress limited to The location selected for the new airport lies from the Newlands open cut mine, and 1 tions, a dry treatment section and a wet split, proportional use of terminal kerbside, These included subsoil data, consolidation the range 48-88 MPa, the upper values apply• immediately east of the existing main run• million tonnes of coking coal a year from the treatment section (Fig. 2). proportion of self-drive air passengers, air predictions, and construction and settle• ing to low ratios of imposed frequency: Collinsville coking coal project. The railway The run-of-mine (ROM) coal, after primary way and extends to the fringe of Moreton passenger vehicle occupancy and times of ment monitoring. From the parameters iden• natural frequency. would be extended from Collinsville to crushing to -75mm, is stored in a raw coal Bay. Much of the site was an estuarine area arrival before and departure after the flight. tified, assessments were made of short- Newlands and the new town of Glenden con• bin and is dry-treated by further crushing, In addition to vibrating load calculations, all of mangrove swamp with some low lying As the Functional Brief did not provide infor• term and lifetime settlement and other structed to house 1,000 people. screening and dedusting to produce a suit• beams were, of course, to be designed for farmland. Work began on site in 1980 with mation on some of these criteria, a feasible design criteria. Abbott Point would have a stockpile and able feed for the wet treatment section as dead and live load with mandatory deflec• the construction of a floodway to replace range of values was tested for each factor, in In addition to the design of terminal access, stacker-reclaimer facilities for 6.5 million well as remove a maximum of -0.5mm fines tion checks prescribed for span: depth natural drainage channels. These would be order to determine the sensitivity of land- planning considerations included provision tonnes per year with provision to extend. which are sent direct to product. A controll• ratios in excess of 16.5. lost under later stages of airport construc• side traffic movements to variation in these for: a through road to serve the general avia• The port would be capable of accommo• ed amount of raw small coal, 20mm to zero, Columns supporting vibrating loads were to tion. A massive reclamation programme key influences. tion area and airline freight and catering dating vessels up to 160,000 dwt and, under is bypassed around the wet treatment sec• have a maximum slenderness ratio of 80 followed, involving the placement of certain conditions, 190,000 dwt. tion to be blended with the wet treatment commencing from the level immediately 15,000,000m3 of white sand dredged from product and the dry fines, to produce a con• above excitation and terminating at column the 'Middle Banks' area of the bay. THE COAL WASH PLANT sistent final product. base. All structural steel was to be grade 250 The entire project, currently estimated at Northern Access Road In August 1981, Mimets Developments Pty in accordance with AS1204 Structural Steel A$380 M, is the responsibility of the Federal Raw coal for the wet treatment is stored in a Control tower Ltd., the project arm of MIM, engaged Ordinary Weldable Grades. Department of Housing and Construction. surge bin, where it is withdrawn at a con• Mitchell Cotts Projects Pty Ltd. to design the Wind loading was to be in accordance with The work is being undertaken on behalf of Statl trolled rate by vibrating feeders to undergo i '/ J Staff Long term carpark 500 bays wash plant, a major component of the mine AS1170: Part 2 'Wind Loads', assuming a the Department of Aviation who will own and 500 bays 036 bay desliming, jigging, screening and centrifug- -Soi*^ - infrastructure. operate the completed facilities. ^— iftaol 19001' ing to produce clean coal while slimes are return period of 50 years, Terrain Category 2 and basic wind speed of 45 m/sec. In Arups' involvement Quoting from the brief to Mitchell Cotts: treated in a thickener before being dis• [>riv>> M-.ll general, an impact factor of twice the dead Ove Arup and Partners has been associated msol 'In essence the work will involve the prepara• carded to a slimes dam. The reject material Short term carpark with several aspects of the new interna• 1480 bays tion of all necessary design drawings, calcu• from the wet treatment is stored in a reject load and/or torque reaction was to apply to 150 I'sol Jt_, lations, specifications and bills of quan• bin for disposal by a 77 tonne rear tip truck. selected equipment and conveyor head and tional airport. The most significant of these tities to enable the Company (Mimets), to drive pulleys, and the full effects of are the roads, car parks, services and other contract others for the supply and construc• DESIGN temperature movement taken into account. landside facilities associated with the main tion of the total wash plant facility. Design brief Live load on general floor areas was to be terminal area. This is the single largest and Term building While the objective of the work defined by The design brief issued by Mitchell Cotts 7.5 kPa unless specifically altered for in• most complex civil engineering consultancy this brief is to design a wash plant to pro• associated with the project. LEGEND called upon Arups to design all structure stallation or maintenance. A Rental carpark 6 duce 4x 10 t/a of washed coal (measured and cladding of the wash plant for pre• Our work was to culminate with a full set of The site of the car park complex lies at the B Taxi storage on an air dried basis) the design must take dimensioned working drawings suitable for north eastern end of Airport Drive, a new C Hire/Ollicial carpark scribed dead, live and wind loads, taking D Terminal loop road account of possible future production ex• into account 'dynamic loading from plant steel shop drawings to be prepared, re• dual carriageway linking with the Gateway E Terminal Irontage road pansion. In particular space provision, and inforced concrete drawings for solid floors Arterial — part of the National Highway net• F Preferred parking and equipment without undue vibration and 1450 Peak hour flow 8 30 - 9 30am other provision as specified from time to within reasonable deflection limitations'. complete with kerbs and drainage, and open work presently being built through Bris• (1850) Peak flow for movement bane's eastern suburbs. Our transport planning involvement at Raw coal 1. Terminal area plan i A i To reject bin feed Brisbane Airport commenced in 1981, some ™ Townsville (rom coal) two years prior to the first of our commis• Reject Middlings Average delay i sions from DHC. At that time, the Depart• Raw coal Clean coal Abbot Point ment of Aviation (then the Department of sr.repn 1 screen 'LAN \ Bowen hWVVV V V | 1 Transport Australia) commissioned the Brisbane Airport Transport Study, in which airside and landside transport movements )•> Batacjig at the existing airport were studied. Surveys Colimsviiie were conducted of traffic movements, park• 30 "> B Controlled ing demand, airport terminal occupancy, A apron occupancy, general aviation move• Settling 25 i cone ments and air freight activity. Analysis of Raw (Clean a this data yielded important planning £ 6 smalls coal) - 20 bin parameters subsequently used by the 2 NEWLANDS via' >• ay 5 Department in the planning of the new air• > 95% queue length Ded 4 A Centrifuge £ 4 • Glenden port. 5 gates proposed town site o> In late 1982, DHC invited us to undertake a C To » 3 review of car parking and associated access a> LEGEND (Raw slimes i 2 small dam arrangements proposed for the New Bris• Existing rail & road 2. Exit: Main short coal) lines) Grit bane International Airport. These plans had : JJ ILL " Li Proposed rail & rose term car park. Product conveyor been prepared by DHC in response to the ) 4C 1200 1500 1600 1700 1800 1900 2000 Final product functional brief prepared by DoA and dealt Predicted Scale (Km) DRY TREATMENT WET TREATMENT basically with the roads, car parks and ter• exit queue length Time and average delay minal frontage areas immediately adjacent l. Location map 2. Simplified flow chart of coal preparation process per exiting vehicle to the domestic terminal. facilities; parking for approximately 1,700 An aim of the design has been to separate granular base/sub-base with asphaltic con• short-term, 1,200 long-term and 1,000 staff the public, bound for the terminal environs, crete surfacing as the preferred option. cars; storage and queueing areas for taxis, from service and delivery vehicles, staff Designs were produced for in service load• rental and valet cars and buses; and a series users, etc. Access to all public car parks and ing conditions ranging incrementally from of pedestrian routes. Terminal design con• the set down/pick up area is from the ter• car parks to the main access road. The siderations dictated that both arrivals and minal loop road. This also provides for recir• thicknesses nominated were checked departures be catered for at-grade. The culation to car parks and the terminal front• against various design methods in current sweeping arc of the building frontage, age. Separate access roads have been incor• use. For pavements built initially to serve extending over 400m, provides undercover porated for goods and commercial traffic construction traffic a bituminous spray seal pick-up and drop-off areas, taxi ranks and servicing the terminal itself. has been used as a temporary surfacing, bus stops. Use of computers later to be overlaid by an asphaltic wearing At the commencement of the design de• The detail layout was calculated using pro• course. velopment stage improvements were made grams developed in house for the firm's Approximately 50,000m3 of high quality to the SCIM model, in particular to accom• HP 9845 and HP 200 series computers. crushed rock was prepurchased by DHC. A modate an enhanced version of the Taxi 'call Plans were subsequently drawn using an large stockpile was formed adjacent to the up' system so as to simulate the delays HP 9850 AO plotter. The ability to provide main access road some 1 to 2km from the which might occur if insufficient taxis were accurate base plans to a variety of scales for site. The aggregates were brought to a con• queued on the airport. In addition, the model use by ourselves and the various subcon• trolled moisture content in a pugmill prior to 7. Nursery for plants 8. Model of domestic terminal car parks and access roads was refined so as to incorporate differences sultants was of considerable advantage in use. Wherever practical, placing has been by in peak and off-peak travel characteristics, meeting the tight documentation timetable. paving machine. One of the initial contracts was for the late 1984. Package two, which included the ceed to detail design and documentation of reflecting differences between business The master planning of the facilities had For the surfacing of the terminal frontage establishment of an on-site nursery, in• majority of the underground services and a Pay on Foot system. The opportunity pro• and non-business travellers. nominated reserves for the main access road, interlocking concrete blocks have main stormwater lines, was completed dur• vided by a completely new facility is being road and trunk utilities. However, numerous cluding plantings. This has been done with been chosen both to harmonize in colour ing early 1985. Stages 3,4 and 6, which make used to establish a fully automated opera• Traffic control system underground services had to be accom• the aim of acclimatizing the various plants with the treatment of the building and to up the majority of the car park and road• tion which will be the first on this scale in Further analysis occurred immediately prior modated within the site including high and during their early growth in the field. to the commencement of detailed design. enhance driver perception of the pedestrian works components, are being constructed. Australia. Seven automatic pay stations will low voltage electrical reticu'ation (involving - Because of the arid and exposed nature of Assessment of the operations of various key environment of this area. A consistent be provided on the pedestrian routes into separate essential and non essential cir• the location and the potential for saltwater Works associated with the terminal frontage system components was undertaken in series of footpath finishes developed by the the car parks. The equipment will accept cuits), communication cabling, DoA cabling, ingress, an extensive system of drip feed irri• area have been timed to coincide with the some detail, with the requirements of the architects for the terminal have been fol• notes and coins as well as providing change. sewers, stormwater, water mains, land• gation and pop-up surface sprinklers has release of working space adjoining the main design phase in mind. Peak period traffic lowed through into the car park area. Intercom and TV monitoring will be linked to scape irrigation and telephone cabling. Con• been designed to provide watering to most buildings and are about to go to tender(May movements for all links of the road system Roadway and car park lighting has been an a central control. siderable co-ordination of these services integral part of the design. Alternatives have planted areas. 1986). This area contains numerous perma• were generated, as an aid to the highway and the temporary supplies which crossed nent and temporary services. Co-ordination been analyzed both on the basis of daytime To enable parts of the site to be used for Although the 'Pay on Foot' concept is not detailing. The operations of car park entry the site was involved. of these, together with the sequence of appearance and night-time illumination temporary facilities associated with the ter• new to Brisbane, attention to aspects such and exit facilities were analyzed in parti• foundation and pavement construction has as signage, equipment labelling and pre- Because of the low lying nature of the area characteristics. Lighting columns through• minal building and control tower, and to cular depth, in order to determine the ade• been a significant consideration in the publicity are considered essential if the and tidal influence it was necessary to out the car parks have been kept relatively allow access for other ongoing work, the quacy of control system proposals and of documentation process. system is to gain early public acceptance. queueing areas and to determine the appro• design stormwater on the basis of near mini• low and given the appearance of being ran• construction stage was subdivided into priateness of the level of service to be mum grades. Pipe sizes were limited by the domly placed to blend in with the overall seven separate and staged contract pack• During 1985, we were asked to examine the Credits streetscape. Fully cut-off fittings are being offered to the consumer. The use of depth of cover available and a desire to re• ages. The first of these, the General Aviation possibility of incorporating an automated Client: graphical output from the car park entry/exit tain the excavations in sand wherever pos• utilized throughout to minimize glare access road, went to tender in early 1984 'Pay on Foot' car park payment system into Department of Housing & Construction (DHC) effects. submodel of SCIM proved invaluable in justi• sible rather than the soft underlying whilst design of the remaining works was the development. Following an initial evalu• Principal consultant: materials. As a result of these constraints underway. ation of the concept, a more detailed study fying the need for certain numbers of entry Landscaping Ove Arup & Partners the site was divided into a series of parallel was undertaken to assess the suitability for Civil, traffic, geotechnical and structural and exit gates if consumer levels of service Extensive landscaping using predominantly The sequential construction of the major catchments. Surface levels were designed adapting such a system to the facilities as were to be adequate in peak periods. native species has been an inherent part of underground services and stormwater lines, Associated consultants: to permit overland flow to occur in an ex• then designed (and under construction). The Bligh Jessup Bretnall: The design was generally based on the draft the design. Trees have been selected on the together with the need to maintain access treme storm event. study involved an assessment of various Architecture Australian Standard for car parking and basis of their suitability for the site exposure routes across the site for concurrent con• systems available in Australia and included Lincolne Scott Australia: where appropriate the Queensland Main The main pressure sewerage line passes and drainage conditions and to provide tracts, were the major factors in determining Roads Department's highway design cri• through the car park complex. Construction visits to operational sites in Australia and Lighting and Electrical shade within the car parks. A particular re• the make-up of the various stages. Detail Ledingham Hensby & Oxley: teria. Special measures were necessary in a involved sinking a 7m diameter caisson 11m the UK. The introduction of a Pay on Foot quirement has been that they should not design and draft documentation of the six Irrigation & Water number of instances, e.g. to cope with long deep to form the major pumping station for system was seen as having operational and attract birds for feeding or nesting. To break subsequent contract packages were under• Reinhold Engineering Consultants: flat grades in the terminal frontage area and user advantages over a conventional 'pay this part of the airport complex. up the flat appearance of the car parks, a taken on a four-week cycle. The first stage, Sewerage the irregular shape of the major short-term cashier on exit' arrangement. Several pavement construction alternatives series of landscaped mounds has been in• consisting of road and car park works at the Bernard Ryan & Associates: car park. were considered prior to the selection of corporated in the design. southern end of the site, was completed in A decision was made earlier this year to pro• Landscape Architecture

3. Car park and internal access roads under construction 5. Roundabout under construction

'JB

_ 4. Terminal and car park area: after reclamation, before construction 6. Subgrade trim and sub-base laying 9. Aerial view (Photos: 3 and 9 courtesy Department of Hous i Construction) 15 facilities; parking for approximately 1,700 An aim of the design has been to separate granular base/sub-base with asphaltic con• short-term, 1,200 long-term and 1,000 staff the public, bound for the terminal environs, crete surfacing as the preferred option. cars; storage and queueing areas for taxis, from service and delivery vehicles, staff Designs were produced for in service load• rental and valet cars and buses; and a series users, etc. Access to all public car parks and ing conditions ranging incrementally from of pedestrian routes. Terminal design con• the set down/pick up area is from the ter• car parks to the main access road. The siderations dictated that both arrivals and minal loop road. This also provides for recir• thicknesses nominated were checked departures be catered for at-grade. The culation to car parks and the terminal front• against various design methods in current sweeping arc of the building frontage, age. Separate access roads have been incor• use. For pavements built initially to serve extending over 400m, provides undercover porated for goods and commercial traffic construction traffic a bituminous spray seal pick-up and drop-off areas, taxi ranks and servicing the terminal itself. has been used as a temporary surfacing, bus stops. Use of computers later to be overlaid by an asphaltic wearing At the commencement of the design de• The detail layout was calculated using pro• course. velopment stage improvements were made grams developed in house for the firm's Approximately 50,000m3 of high quality to the SCIM model, in particular to accom• HP 9845 and HP 200 series computers. crushed rock was prepurchased by DHC. A modate an enhanced version of the Taxi 'call Plans were subsequently drawn using an large stockpile was formed adjacent to the up' system so as to simulate the delays HP 9850 AO plotter. The ability to provide main access road some 1 to 2km from the which might occur if insufficient taxis were accurate base plans to a variety of scales for site. The aggregates were brought to a con• queued on the airport. In addition, the model use by ourselves and the various subcon• trolled moisture content in a pugmill prior to 7. Nursery for plants 8. Model of domestic terminal car parks and access roads was refined so as to incorporate differences sultants was of considerable advantage in use. Wherever practical, placing has been by in peak and off-peak travel characteristics, meeting the tight documentation timetable. paving machine. One of the initial contracts was for the late 1984. Package two, which included the ceed to detail design and documentation of reflecting differences between business The master planning of the facilities had For the surfacing of the terminal frontage establishment of an on-site nursery, in• majority of the underground services and a Pay on Foot system. The opportunity pro• and non-business travellers. nominated reserves for the main access road, interlocking concrete blocks have main stormwater lines, was completed dur• vided by a completely new facility is being road and trunk utilities. However, numerous cluding plantings. This has been done with been chosen both to harmonize in colour ing early 1985. Stages 3,4 and 6, which make used to establish a fully automated opera• Traffic control system underground services had to be accom• the aim of acclimatizing the various plants with the treatment of the building and to up the majority of the car park and road• tion which will be the first on this scale in Further analysis occurred immediately prior modated within the site including high and during their early growth in the field. to the commencement of detailed design. enhance driver perception of the pedestrian works components, are being constructed. Australia. Seven automatic pay stations will low voltage electrical reticu'ation (involving - Because of the arid and exposed nature of Assessment of the operations of various key environment of this area. A consistent be provided on the pedestrian routes into separate essential and non essential cir• the location and the potential for saltwater Works associated with the terminal frontage system components was undertaken in series of footpath finishes developed by the the car parks. The equipment will accept cuits), communication cabling, DoA cabling, ingress, an extensive system of drip feed irri• area have been timed to coincide with the some detail, with the requirements of the architects for the terminal have been fol• notes and coins as well as providing change. sewers, stormwater, water mains, land• gation and pop-up surface sprinklers has release of working space adjoining the main design phase in mind. Peak period traffic lowed through into the car park area. Intercom and TV monitoring will be linked to scape irrigation and telephone cabling. Con• been designed to provide watering to most buildings and are about to go to tender(May movements for all links of the road system Roadway and car park lighting has been an a central control. siderable co-ordination of these services integral part of the design. Alternatives have planted areas. 1986). This area contains numerous perma• were generated, as an aid to the highway and the temporary supplies which crossed nent and temporary services. Co-ordination been analyzed both on the basis of daytime To enable parts of the site to be used for Although the 'Pay on Foot' concept is not detailing. The operations of car park entry the site was involved. of these, together with the sequence of appearance and night-time illumination temporary facilities associated with the ter• new to Brisbane, attention to aspects such and exit facilities were analyzed in parti• foundation and pavement construction has as signage, equipment labelling and pre- Because of the low lying nature of the area characteristics. Lighting columns through• minal building and control tower, and to cular depth, in order to determine the ade• been a significant consideration in the publicity are considered essential if the and tidal influence it was necessary to out the car parks have been kept relatively allow access for other ongoing work, the quacy of control system proposals and of documentation process. system is to gain early public acceptance. queueing areas and to determine the appro• design stormwater on the basis of near mini• low and given the appearance of being ran• construction stage was subdivided into priateness of the level of service to be mum grades. Pipe sizes were limited by the domly placed to blend in with the overall seven separate and staged contract pack• During 1985, we were asked to examine the Credits streetscape. Fully cut-off fittings are being offered to the consumer. The use of depth of cover available and a desire to re• ages. The first of these, the General Aviation possibility of incorporating an automated Client: graphical output from the car park entry/exit tain the excavations in sand wherever pos• utilized throughout to minimize glare access road, went to tender in early 1984 'Pay on Foot' car park payment system into Department of Housing & Construction (DHC) effects. submodel of SCIM proved invaluable in justi• sible rather than the soft underlying whilst design of the remaining works was the development. Following an initial evalu• Principal consultant: materials. As a result of these constraints underway. ation of the concept, a more detailed study fying the need for certain numbers of entry Landscaping Ove Arup & Partners the site was divided into a series of parallel was undertaken to assess the suitability for Civil, traffic, geotechnical and structural and exit gates if consumer levels of service Extensive landscaping using predominantly The sequential construction of the major catchments. Surface levels were designed adapting such a system to the facilities as were to be adequate in peak periods. native species has been an inherent part of underground services and stormwater lines, Associated consultants: to permit overland flow to occur in an ex• then designed (and under construction). The Bligh Jessup Bretnall: The design was generally based on the draft the design. Trees have been selected on the together with the need to maintain access treme storm event. study involved an assessment of various Architecture Australian Standard for car parking and basis of their suitability for the site exposure routes across the site for concurrent con• systems available in Australia and included Lincolne Scott Australia: where appropriate the Queensland Main The main pressure sewerage line passes and drainage conditions and to provide tracts, were the major factors in determining Roads Department's highway design cri• through the car park complex. Construction visits to operational sites in Australia and Lighting and Electrical shade within the car parks. A particular re• the make-up of the various stages. Detail Ledingham Hensby & Oxley: teria. Special measures were necessary in a involved sinking a 7m diameter caisson 11m the UK. The introduction of a Pay on Foot quirement has been that they should not design and draft documentation of the six Irrigation & Water number of instances, e.g. to cope with long deep to form the major pumping station for system was seen as having operational and attract birds for feeding or nesting. To break subsequent contract packages were under• Reinhold Engineering Consultants: flat grades in the terminal frontage area and user advantages over a conventional 'pay this part of the airport complex. up the flat appearance of the car parks, a taken on a four-week cycle. The first stage, Sewerage the irregular shape of the major short-term cashier on exit' arrangement. Several pavement construction alternatives series of landscaped mounds has been in• consisting of road and car park works at the Bernard Ryan & Associates: car park. were considered prior to the selection of corporated in the design. southern end of the site, was completed in A decision was made earlier this year to pro• Landscape Architecture

3. Car park and internal access roads under construction 5. Roundabout under construction

'JB

_ 4. Terminal and car park area: after reclamation, before construction 6. Subgrade trim and sub-base laying 9. Aerial view (Photos: 3 and 9 courtesy Department of Hous i Construction) 15 time by the Company, must be made for the SAA and MIM standards were to apply Our brief required us to review the then 'cur• A second computer model was developed to Newlands addition of a similar 4 x 106t/a wash plant to unless specifically altered by the brief. New Brisbane rent' scheme and two alternatives, and to simulate the parking demands occurring at give a total capacity of 8 x 106 t/a.1 the terminal kerbside. This model uses the Mitchell Cotts would provide loading sche• develop one of these schemes (or an addi• coal wash plant, Ove Arup & Partners had built up a strong 'busy day' air passenger arrival/departure dules giving dead, live and dynamic charac• International Airport tional, preferred arrangement) to sketch relationship with Mitchell Cotts over the distribution and landside travel parameters teristics of all equipment to be installed. plan stage. Assessment criteria included Queensland to simulate peak period kerbside parking years on iron ore and coal projects in Machine volumes and bulk densities would terminal access roads traffic circulation, intersection perfor• demands. Additional data inputs are propor• Western Australia and New South Wales. We be provided along with blockage and spil• mance, car park access/egress, terminal tions of air passengers with baggage and were therefore invited to put in a proposal lage allowances for certain items of equip• and car parks kerbside operations, pedestrian-vehicular Ron Bergin distribution of car and taxi drop-off and pick• for the structural engineering of the wash ment. interaction and implementation feasibility, plant and were successful. and cost. up times at kerbside. The wash plant would be represented by a Clive Humphries INTRODUCTION We were not responsible for civil engineer• The review of the various schemes led to the set of general arrangement (GA) drawings A Schedule Impact Model (SCIM) was Coal mining in Australia is by far the largest ing or foundations. These were to be done by developed to determine the landside trans• recommendation of an alternative layout showing process, access and maintenance Approximately 13km north east of the city export earner with receipts of A$5 billion in the consultant responsible for the overall port demands generated by alternative air which displayed improved performance with space requirements in plan and elevation. centre, work is currently under way to con• 1985, accounting for more than 15% of the civil engineering of the mine infrastructure. passenger arrival/departure and aircraft respect to the nominated assessment cri• struct a new international airport for Bris• country's total export revenue. The record 88 Mitchell Cotts were responsible for all pro• These would form the basis for the struc• movement schedules. SCIM used informa• teria. In particular, the analysis of terminal million tonnes of coal exported in 1985 cess and services engineering, with Arups tural engineer to put an orthogonal structure bane. Serving one of the most rapidly develo• tion from the Functional Brief to generate a kerbside parking demands had indicated an placed it more than 10 million annual tonnes responsible for all supporting structure in of beams, columns and bracing about the ping regions on the continent, the new faci• distribution of passenger movements by inadequacy in kerbside capacity; a twin car• ahead of second-placed United States. concrete and structural steel from the process in the first of many design itera• lities are scheduled to open in 1987, in time time of day for the terminal 'busy day' in riageway terminal frontage road was there• In 1981 MIM Holdings Ltd. became a major underside of base plates upwards. tions, leading to a final solution as the total for the World Expo to be held in Brisbane in 1995, 'the design year' (7.091 M annual fore proposed, effectively doubling kerbside force in the industry when it announced In addition to the wash plant buildings, our design evolved. 1988 — the year of Australia's Bicentennial. passenger movements through an assumed capacity. The decision to construct a new airport plans that its Newlands export coal project brief included all Conveyors and transfer The brief included design criteria for beams Joint User Facility). The model was verified By the time the design development stage arose as a result of increasing passenger was to proceed with planned operation by towers plus the structural design of bins, and columns supporting vibrating loads. To by application to a 1981 aircraft and commenced in April 1984, sand filling, vary• mid-1984. settling cones and thickener tanks which avoid resonance during start up and opera• traffic and the trend towards larger aircraft passenger movement schedule and com• ing from 2 to 3m in depth had been placed in the 1970s. The outmoded terminals, parison with data collected in the 1981 A total of 5 million tonnes of coal per year formed an integral part of the process itself. tion, the natural frequency of beams was to over the majority of the site. Analysis, under• limited runway length and noise factors Brisbane Airport Transport Study. was to be exported through a new coal port be not less than 1.5 times the imposed fre• taken by Arup Geotechnics, involved a re• quency. Due to the nature of the structure, served to restrict the extent of operations at at Abbott Point (Fig. 1). This would comprise PROCESS DESCRIPTION SCIM permits the user to specify a range of view of the numerous investigations under• zero damping was assumed and the maxi• the existing airport. 4 million tonnes of steaming coal by 1985 The raw coal is treated in two separate sec• landside travel parameters: access modal taken by DHC since the start of the project. mum permissible bending stress limited to The location selected for the new airport lies from the Newlands open cut mine, and 1 tions, a dry treatment section and a wet split, proportional use of terminal kerbside, These included subsoil data, consolidation the range 48-88 MPa, the upper values apply• immediately east of the existing main run• million tonnes of coking coal a year from the treatment section (Fig. 2). proportion of self-drive air passengers, air predictions, and construction and settle• ing to low ratios of imposed frequency: Collinsville coking coal project. The railway The run-of-mine (ROM) coal, after primary way and extends to the fringe of Moreton passenger vehicle occupancy and times of ment monitoring. From the parameters iden• natural frequency. would be extended from Collinsville to crushing to -75mm, is stored in a raw coal Bay. Much of the site was an estuarine area arrival before and departure after the flight. tified, assessments were made of short- Newlands and the new town of Glenden con• bin and is dry-treated by further crushing, In addition to vibrating load calculations, all of mangrove swamp with some low lying As the Functional Brief did not provide infor• term and lifetime settlement and other structed to house 1,000 people. screening and dedusting to produce a suit• beams were, of course, to be designed for farmland. Work began on site in 1980 with mation on some of these criteria, a feasible design criteria. Abbott Point would have a stockpile and able feed for the wet treatment section as dead and live load with mandatory deflec• the construction of a floodway to replace range of values was tested for each factor, in In addition to the design of terminal access, stacker-reclaimer facilities for 6.5 million well as remove a maximum of -0.5mm fines tion checks prescribed for span: depth natural drainage channels. These would be order to determine the sensitivity of land- planning considerations included provision tonnes per year with provision to extend. which are sent direct to product. A controll• ratios in excess of 16.5. lost under later stages of airport construc• side traffic movements to variation in these for: a through road to serve the general avia• The port would be capable of accommo• ed amount of raw small coal, 20mm to zero, Columns supporting vibrating loads were to tion. A massive reclamation programme key influences. tion area and airline freight and catering dating vessels up to 160,000 dwt and, under is bypassed around the wet treatment sec• have a maximum slenderness ratio of 80 followed, involving the placement of certain conditions, 190,000 dwt. tion to be blended with the wet treatment commencing from the level immediately 15,000,000m3 of white sand dredged from product and the dry fines, to produce a con• above excitation and terminating at column the 'Middle Banks' area of the bay. THE COAL WASH PLANT sistent final product. base. All structural steel was to be grade 250 The entire project, currently estimated at Northern Access Road In August 1981, Mimets Developments Pty in accordance with AS1204 Structural Steel A$380 M, is the responsibility of the Federal Raw coal for the wet treatment is stored in a Control tower Ltd., the project arm of MIM, engaged Ordinary Weldable Grades. Department of Housing and Construction. surge bin, where it is withdrawn at a con• Mitchell Cotts Projects Pty Ltd. to design the Wind loading was to be in accordance with The work is being undertaken on behalf of Statl trolled rate by vibrating feeders to undergo i '/ J Staff Long term carpark 500 bays wash plant, a major component of the mine AS1170: Part 2 'Wind Loads', assuming a the Department of Aviation who will own and 500 bays 036 bay desliming, jigging, screening and centrifug- -Soi*^ - infrastructure. operate the completed facilities. ^— iftaol 19001' ing to produce clean coal while slimes are return period of 50 years, Terrain Category 2 and basic wind speed of 45 m/sec. In Arups' involvement Quoting from the brief to Mitchell Cotts: treated in a thickener before being dis• [>riv>> M-.ll general, an impact factor of twice the dead Ove Arup and Partners has been associated msol 'In essence the work will involve the prepara• carded to a slimes dam. The reject material Short term carpark with several aspects of the new interna• 1480 bays tion of all necessary design drawings, calcu• from the wet treatment is stored in a reject load and/or torque reaction was to apply to 150 I'sol Jt_, lations, specifications and bills of quan• bin for disposal by a 77 tonne rear tip truck. selected equipment and conveyor head and tional airport. The most significant of these tities to enable the Company (Mimets), to drive pulleys, and the full effects of are the roads, car parks, services and other contract others for the supply and construc• DESIGN temperature movement taken into account. landside facilities associated with the main tion of the total wash plant facility. Design brief Live load on general floor areas was to be terminal area. This is the single largest and Term building While the objective of the work defined by The design brief issued by Mitchell Cotts 7.5 kPa unless specifically altered for in• most complex civil engineering consultancy this brief is to design a wash plant to pro• associated with the project. LEGEND called upon Arups to design all structure stallation or maintenance. A Rental carpark 6 duce 4x 10 t/a of washed coal (measured and cladding of the wash plant for pre• Our work was to culminate with a full set of The site of the car park complex lies at the B Taxi storage on an air dried basis) the design must take dimensioned working drawings suitable for north eastern end of Airport Drive, a new C Hire/Ollicial carpark scribed dead, live and wind loads, taking D Terminal loop road account of possible future production ex• into account 'dynamic loading from plant steel shop drawings to be prepared, re• dual carriageway linking with the Gateway E Terminal Irontage road pansion. In particular space provision, and inforced concrete drawings for solid floors Arterial — part of the National Highway net• F Preferred parking and equipment without undue vibration and 1450 Peak hour flow 8 30 - 9 30am other provision as specified from time to within reasonable deflection limitations'. complete with kerbs and drainage, and open work presently being built through Bris• (1850) Peak flow for movement bane's eastern suburbs. Our transport planning involvement at Raw coal 1. Terminal area plan i A i To reject bin feed Brisbane Airport commenced in 1981, some ™ Townsville (rom coal) two years prior to the first of our commis• Reject Middlings Average delay i sions from DHC. At that time, the Depart• Raw coal Clean coal Abbot Point ment of Aviation (then the Department of sr.repn 1 screen 'LAN \ Bowen hWVVV V V | 1 Transport Australia) commissioned the Brisbane Airport Transport Study, in which airside and landside transport movements )•> Batacjig at the existing airport were studied. Surveys Colimsviiie were conducted of traffic movements, park• 30 "> B Controlled ing demand, airport terminal occupancy, A apron occupancy, general aviation move• Settling 25 i cone ments and air freight activity. Analysis of Raw (Clean a this data yielded important planning £ 6 smalls coal) - 20 bin parameters subsequently used by the 2 NEWLANDS via' >• ay 5 Department in the planning of the new air• > 95% queue length Ded 4 A Centrifuge £ 4 • Glenden port. 5 gates proposed town site o> In late 1982, DHC invited us to undertake a C To » 3 review of car parking and associated access a> LEGEND (Raw slimes i 2 small dam arrangements proposed for the New Bris• Existing rail & road 2. Exit: Main short coal) lines) Grit bane International Airport. These plans had : JJ ILL " Li Proposed rail & rose term car park. Product conveyor been prepared by DHC in response to the ) 4C 1200 1500 1600 1700 1800 1900 2000 Final product functional brief prepared by DoA and dealt Predicted Scale (Km) DRY TREATMENT WET TREATMENT basically with the roads, car parks and ter• exit queue length Time and average delay minal frontage areas immediately adjacent l. Location map 2. Simplified flow chart of coal preparation process per exiting vehicle to the domestic terminal. Tide levels in Sydney Harbour have been observed for nearly a century at nearby Fort Denison. The tidal range is not great — about 2m annually, and the highest ob• served level of storm surge and tide, at 1.48m Australian Height Datum (AHD), is approximately 0.3m above highest astro• nomical tide. This recorded data gave a solid base from which predictions can be made (Fig. 5). Wave heights are not so readily deter• minable and were the subject of both theore• tical study and site observation. Waves are caused by both wind and boat • traffic. Wind waves were determined by the method of Bretschneider from wind data provided by Professor W. Melbourne of Monash Univer• sity who had results of a comprehensive assessment of the wind climate of Sydney based upon the anemometer records of meteorological stations and terrain model• ling in a boundary layer wind tunnel. The site is sheltered, the fetches were not great and the peak waves for the relevant directions are of the order of 1m for a 50-year return period (Fig. 6). Several investigations were undertaken to determine the height of waves generated by different classes of boat traffic. The Water Research Laboratory of the University of New South Wales, together with the NSW 3. Raw coal building Department of Public Works, were commis• sioned to measure waves generated by mesh floor layouts tor minor floors and plat• Storage structures finite element method was used with 2D hydrofoil, ferries and other traffic near the forms. The raw smalls bins, surge bins, settling membrane or plate bending elements. The site and elsewhere. Other movements were Interim milestones included a preliminary cones and reject bin comprised the storage analysis was carried out using the finite ele• taken on a wave stick attached to the steel order of major sections and plates to structures of our commission. In all cases ment program PAFEC. Sydney Opera House skirting panels, and offset long lead times with steel delivery, these were of steel plate construction In the case of the settling cone, an axisym- back calculations carried out to give inci• and load diagrams for the civil engineers to although the form and structural system metric model was used and for the reject bin dent wave amplitude. Briefly, hydrofoils design foundations for our structures. varied. a V* sector was analyzed. generate the highest waves (Fig. 7), parti• The principal loadings on these structures Design sequence cularly the outward bound hydrofoil as it Structural planning resulted from the stored material, this being Structural design commenced by studying climbs onto the plane. Catamaran ferries The structural components of the wash coal at various stages of the process the GAs and locating loads from the equip• and heavy displacement ferries, although plant could be broken down into a number of through the plant. Current design methods ment load schedules. Preliminary beam more frequent than the hydrofoil (one discrete design packages. There was the for this type of structure recognize two basic sizes were determined for the purpose of passage every two minutes at rush hour), raw coal building and the washery linked by loading conditions during charging and dis• checking headroom and clearances for generate markedly lower waves. a series of conveyors transporting coal in charging, these generally being referred to equipment, access, chutes and pipework. A basic design interval of 200 minutes was various stages of preparation (Fig. 4). Within as static and dynamic loadings. Generally Attention was focussed on areas carrying adopted for examination. This was selected the raw coal building and washery were raw the dynamic loadings are more onerous than vibrating machinery and although much of because, within the tidal cycle, the water smalls bins and surge bins respectively, the static case. the load information was preliminary at this level remains within 0.2m of high water for each a separate design package as were the stage, with some knowledge of the imposed approximately three hours. In this interval, settling cones and thickener tanks beyond A number of methods for the determination frequency, a reasonably accurate estimate there will be on average 30 hydrofoil pass• the washery on the 'product' side. There was of pressures within the bin are available, 13. Construction in July 1986 (photo: John Nutt) of beam size could be determined and future ages, 100 ferry passages and 6,000 wind also the stand alone reject bin. which, to a lesser or greater extent, recog• waves. The combination technique adopted nize the effects of static and dynamic problems avoided in these critical areas. We therefore set up two design teams, one A system ot simple cross bracing was is known as Turkestra's Rule and takes an above still water. This ratio permitted the in• dewatered sheet pile caisson. The adopted loadings. In Australia, at the Universities of under John Ryder responsible for both the developed for each grid line in accordance appropriate peak wave from one source and dependent probabilities of incident waves procedure is shown in Figs. 12(a) to (d). Newcastle and Wollongong, considerable raw coal and washery buildings, the other with the principle to avoid the main plant combines it with the mean waves from other and still water levels to be combined to The slab is built on reclaimed ground behind research effort has been directed to under Alan Saxon for conveyors, bins, sett• area, and checks made that adequate clear• sources. The peak boat wave was taken as develop the inter-related probability of over• a mass concrete sea wall. Initially, two attempting to rationalize the various design ling cones and thickener tanks. ance existed for access, pipework and 2.0 standard deviations above the mean for topping, which is represented in Fig. 10. parallel lines of steel sheet piling, 4m apart, approaches and identify suitable methods Ian Mackenzie was consulted on the most chutes. Where clashes occurred, the brac• the hydrofoil, and 2.3 standard deviations There are a number of ways of expressing are driven along the line of the concourse in an area of engineering analysis which is appropriate way to plan design and docu• ing was converted to K or A bracing to avoid for the ferries. The peak wind wave was the risk of overtopping, one method being to edge. The marine sediments are dredged out still somewhat empirical. mentation, for he had led the design team on the conflict. taken as 1.7 times the significant wave calculate the frequency of overtopping for After a review of the available methods we to rock level, a depth of up to 5m in places, two previous heavy medium coal washerys predicted (the average of the highest one various crest levels and related wave followed the approach identified by the Design then proceeded on an iterative basis but averaging 3m. A mass concrete gravity at Saxonvale and Stockton Borehole in the third of all waves). Thevariouscombinations generating events. A selection of these is above-mentioned universities and this between structural and process/services wall is constructed by tremie methods to Hunter Valley of New South Wales. We were determined and a design probability shown in Fig. 11. resulted in pressure determination using the engineer until it was complete for the final just below low water level, after which the resolved that plans and elevations for each established (Fig. 6). methods proposed by Janssen, Jenike, choice of equipment type and load. Marking An assessment was made of the volumes of top is dewatered so that the upper wall sec• level and each grid line longitudinally and Walker and Walters. The basic input to the plans and elevations were completed for 'green' water which would surge over the tions and the wave deflector can be con• laterally would be drawn for both buildings analysis was the bin geometry, which was each level and grid and cross-referenced to Wave deflector crest if extraordinary wave events occurred, structed in the dry. Between this seawall in order to give us flexibility to document defined by Mitchell Cotts, and coal proper• connection details for each different node Various configurations of wave deflector and the land the area is filled to the under• so as to design an appropriate drainage changes to any detail, which invariably ties. Tests were carried out on what was con• were tested in the flume at the University of type. system. side of the slab so that, when dewatered, the arose given the iterative nature of this type sidered to be representative samples to New South Wales. The geometric arrange• Concurrent with building design, separate slab can be cast on the fill surface in the dry. of design. establish the necessary properties. From ment of a wave deflector is for an overhang Construction techniques designs were prepared for the conveyor Piles at approximately 8m centres carry the this data, using the methods mentioned, to turn the wave back on itself during reflec• Being over the water, the concourse is in We were not starting from scratch. Mitchell system, raw smalls and surge bins, settling loads to the underlying rock. pressures were established. These varied tion, which is illustrated by the photograph many ways like a wharf, except for one Cotts GA drawings were set out around an cones, thickener tanks and reject bin. The work is currently well advanced (Fig. 13) with location and structure up to a maximum of one of the tests in Fig. 8. Both the angle critical factor — it cannot be constructed orthogonal spacing for columns and beams The design programme called for a prelimi• and it is anticipated that construction will be of around 300 kpa as a local pressure con• and dimensions of the overhang can be using the same techniques since the deck that, by experience, could be quickly worked nary steel order (PSO) to be placed at the end completed by July 1987. centration. changed, and experiments were carried out level is within the intertidal range. Under into a supporting structure. We were thus of week 15 so that the majority of steel Credits: on varying combinations to find the most both temporary and permanent conditions, able to commence drafting plans and eleva• would be available to the fabricator at the Client: The structural analysis methods adopted suitable within an acceptable architectural uplift forces act on the underside. Those tions concurrent with frame analysis for varied with the structures because of their start of his contract. The PSO was to contain NSW Department of Public Works profile. The final selected shape is shown in hydrostatic forces are both static and overall load support and stability. geometry and form. The raw smalls and all section and plate that had been designed Architect: Fig. 9. dynamic being due to tides and waves. It was necessary at this time, to agree upon surge bins, being plane-sided, consisted of a to that date, especially those sizes not nor• A number of construction options were NSW Government Architect. a bracing principle so that the distribution of mally held by stockists. Contract docu• The performance of this wave deflector Special Projects Branch, in association with series of two-way plates supported by developed and costed. One was to build the horizontal force through the structure could ments were written that the successful fab• under the influence of predicted waves for Hall, Bowe & Webber beams, and the approach adopted was to be assessed. Despite the disadvantage of ricator would take possession of the order various probabilities could then be deter• slab high above water level and lower large Construction manager: use standard formulae for plates together mined. It was established that at overtop• finished deck areas down onto the piles and John Holland Constructions Pty Ltd. low dead load to counteract uplift, we with skeletal frame analysis where neces• from the client and be responsible for a se• lock into place — a reverse lift slab tech• agreed all bracing be placed in outside bays cond order enabling complete fabrication in ping there was a ratio between the height of Seawall contractor: sary. The reject bin and settling cone were clear of the main process itself. 12 the incident wave to the height of the crest nique. Another was to build the slab within a Costain-Australia Ltd. cylindrical and conical in shape and the accordance with the working drawings. 17 COMPONENT PARTS 2.5m The demanding technical challenge came Water levels and waves Buildings AHO from two areas. Firstly, having to place the The investigations which resulted in the The raw coal building is a seven level struc• 2 Im parapet, which includes a wave deflector, at determination of the height of the wave ture some 28.5m in height over a plan area ot AHD an appropriate level — not too high so as to deflector developed over a six-month period 28.7m x 23.8m (Fig. 3). It is set out on a block light and air from the lower concourse with major parameters changing from time regular grid varying in spacing from walkway, not too low so that on occasions to time as the design developed. 'green water' would overtop the parapet. Water levels along a sea wall are determined 3.7m-8.3m to suit plant layout. Generally '6mAHD by the height of the tides and the interaction 310 UC columns were used with beams rang• Secondly, devising a construction tech• ing from 200 UB - 760 UB depending on load W///M * of waves impinging on the wall. In the ex• 1 lm nique for the lower slab which was to be con• and span. The major items of plant con• treme case of a vertical wall, the reflected AHD .5 ' 1 0m structed beyond the existing sea wall at a AHD t wave interferes with the approaching wave tained in the building and their operating level of 2m below the highest of tides. loads are tertiary crushers (92 tonnes), raw so that a standing wave of double the height Water Sf)l • )0d results. A wave deflector would turn this coal bins (300 tonnes) and dedusters (196 'eve The general arrangement, now somewhat tonnes). Raw coal screens and raw smalls changed in detail but not in principle, is back on itself and permit a lowering of the wall crest. feeders imposed loads at 14H£ and 33H£ re• shown in Fig. 4. spectively. :

The washery is a larger structure measuring 11. Probability of selected wave generating events overtopping a designated crest level 39m x 40.4m in plan but rising to approxi• mately the same height (Fig. 5). As with the Crest level Combined High tide level AHD Hydrofoil wave (m) Ferry wave (m) Wind wave (m) raw coal building it is completely open at the (m AHD) frequency frequency frequency frequency frequency sides but does have roof cladding, a detail 1 5m AHD most suited to the high temperature, low 2.5 AHD Once/100yrs 1.50 0.90 0.30 — rainfall climate. Grid spacing varied from Once/100yrs Highest73hrs Average 9. Selected wave deflector profile 3.8m-6.0m with 310 UC and the complete 4. Coal preparation plant 2.4 AHD Once/20 yrs 1.25 0.90 0.30 0 15 range of UBs being employed for columns Once/5yrs Highest/3hrs Average Once/week and beams. Major loads carried in the build• 2.3 AHD Once/5 yrs 1.15 0.90 0.30 0.15 ing were from surge bins (170 tonnes) and WAVES WAVE HEIGHT (ml Once/year Highest/3hrs Average Once/week batac jigs (240 tonnes). Screens and feeders 2.2 AHD Once/year 1.10 0.90 0.30 0.15 RUNUP HEIGHT fm imposed loads of similar frequency to the Twice/year Highest/3hrs Average Once/week raw coal building. Once/month TIDES INDEPENDENT PROBABILITY 2.1 AHD 1.0 0.90 0.30 0.15 Beams were generally designed as simply 0 000 Once/f'night Highest/3hrs Average Once/week supported with continuous two span beams only used to meet headroom requirements NO or avoid plate girders. In all cases these were OVERTOPPING 1 beams subject to dynamic or exceptionally Gantry or tremie support heavy loading. Where effective lengths were to contractor's detail excessive, horizontal floor bracing was pro• /

vided to reduce beam sizes. Existing Beam end connections were rationalized by Whalings Struts structure adopting a simple fin plate detail as stand• < 0 » .1370 ard for the static load case (Fig. 6). Where + 2 50 •i • the shear exceeded the fin plate capacity, r this was replaced by an end plate detail 0 o 2*3 bolting to the beam or column as the case •v. OOOmAHD O.OOmAHO may be. For dynamically or torsionally ' 4 Tremiej loaded beams, full depth end plates with lowered flange plates on coped beams were Sheet adopted as standard detail. M20 bolts were adopted as standard with / Struts it required 5. Washery some M24 used in larger connections. All OVER TOPPING ZONE FOR PROPOSED CREST bolts were torqued to avoid nuts vibrating Seabed loose. TB (bearing) was specified as the During the early stages of design develop• ' 4 Marine ment, efforts were made to rationalize the Marine deposit bolting system with TF (friction) used only deposit where non-slip joints were required. conveyor supporting structure to simplify o : • 310UC97 worked well as the standard construction and reduce costs. Typically column size with heavier310UCs used as re• each conveyor is supported by a box truss Rock quired. End-bearing column splices were which generally spans 12 to 18m. The trus• Static load specified, with M24 and M30 HD bolts used ses are 1.34m wide and 1m deep and fab• in a series of standard base plate details. ricated from angle members with RHS end Angle X-bracing was used as a first frames, all being fully welded construction. 10. Probability of overtopping 12(a). Drive two parallel lines of sheet piling 12(b). Tremie mass concrete wall preference, with SHS A-brace or K-brace The support trestles are basically plane for wave and tide combination and dredge to rock between configurations adopted where X-bracing frame structures ranging in height from 3m could not be coordinated with process or ac• to 21m. The trestles were rationalized into engineering for the reconstruction of the cess requirements. Centrelines of bracing three families and were fabricated from Precast concrete Overseas Passenger Terminal, and we act as members were made coincident with the universal beam section legs between 410 Static load wave deflector High shear coordinator between the lead consultants face of the column web or flange. In this way and 250mm in depth with angle K or for three precincts in Circular Quay West. + 2.50 bracing cleats were always welded to the X-bracing and bolted connections. Perhaps the most technically challenging beam and hence the beam end connection High water\" h Raw smalls bin has been the marine work associated with Upper section was required to transfer shear (and triaxial of seawall O.OOmAHD \_ The raw smalls bin is located in the raw coal the Opera House forecourt. OOOmAHD where these occurred) forces only. Result• building and includes a series of screens Jorn Utzon's concept of the Opera House Low water ing eccentric load bending moments about within the bin itself. The bin is in fact one of a shells standing on a granite plinth, to be column major axes were quite low and easily pair consistent with the two parallel produc• approached by the monumental stairs from accommodated. Dynamic load tion lines which run through the wash plant Torsional load the forecourt, has been the starting point. A Mass cone, complex. Each bin is 7.1m widex6m deep covered walkway, above ground, would seawall base Horizontal 'in floor' bracing was used where with an overall height of 13m. Charging is separate the forecourt from the harbour. In concrete floors were not present to transfer through a single hopper over the full width Face ol llange an enlightened solution, Andersons instead horizontal forces to vertical bracing. These or web with two discharge hoppers at the base of has positioned it below existing ground level Seabed were detailed as pre-welded horizontal Marine Marine each bin. The nominal washing capacity of along the water's edge. But those ground deposit deposit trusses bolted into position to avoid the each bin is 175 tonnes and for structural levels are very low, only 1.5m above the need to fit numerous small members and so calculation the bins were rated at 300 highest tides, and to avoid the passage slow down the erection process. tonnes each. becoming an enclosed tunnel, it has been Sandstone left open on the seaward side. The result is a Conveyors The bin sides are planar and constructed Bracing setout Rock anchors The conveyors within the wash plant are all from flat plates with thickness varying from new concourse on two levels, one covered I as required elevated and supported from a series of 10mm to 20mm. The plates are supported on and the other open, along which pedestrians trestle frames (Fig. 7). Each conveyor either a series of secondary supports from 127 x 64 can walk (Fig. 3). The lower level will provide shelter and accommodation for cafes and terminates at a building or transfer tower at channel, and primary supports acting as 12(c) Dewater to top of mass concrete and form 12(d) Remove sheet piling, place fill behind wall which the conveyor is supported both verti• ring beams ranging in size from 200 UB to shops, the upper concourse will be terraced and pour upper wall section dewater to below slab level and pour floor slab 6. Beam end standard details to permit outdoor seating and eating. 18 cally and laterally. 760 UB. (METRE S £5 14- 2 £o« |„.

0 It 00? 0.06 o i 02 OS i 1 0 10 »0 00 t 0 RETURN PERIOD (VEARS)

6. Wave height probability

7. Conveyors 310 . General view of Newlands coal wash plant

At the end of each so-called cost period, the brief called for a structural engineer's report detailing the achievements in the period, the current approved budgeted manhours for the entire project, any claims for increased manhours due to change of scope, and a 3. Sydney Opera House approaches progress report comparing actual progress against the S-curve. Corrective proposals were required for any shortfall. Time basis fee claims were submitted at the end of each cost period supported by copies of project time sheets drawn up to coincide with the period dates.

CONCLUSION

7. Hydrofoil ferry (Photo: John Nutt) Mobilization for the Newlands Mine Project 7 — Coal Wash Plant had commenced in November 1981. In June 1982 the commis• sion was formally concluded. In that period we had designed and detailed some 1,400 tonnes of structural steelwork, extensive concrete works and accepted extensions of [iii our commission to lead the building design 8. Settling cones 9. Reject bins team on the four-storey control building and other peripherals. Surge bin We had worked with process engineers as The surge bin is located in the main washery columns was eliminated and vierendeel our principal consultant and contributed to a design where structure is totally subor• Sfa wall » building at the start of the coal washing pro• action relied upon between tubular beams cess. As with the raw smalls bin, the surge and columns to provide stability. dinate to the process itself. We had made bin is in fact a pair of bins to satisfy each Plate thickness within the cone varied from judgements to ensure reliable operating per• process line. The bins are 7.2m wide, 4m 12mm to 20mm at the ring beam, with the formance, for any malfunction causing par• deep and 7.5m high. As with the raw smalls support frame fabricated from 813mm dia• tial or total shut-down involved losses far in bin, each bin has a single charging hopper meter tubes with 508mm diameter hori• excess of any savings accrued by refined and dual discharge chutes. zontal bracing members. design. Newlands had required a sound first 4. Upper and lower concourse levels 8. Water Research Laboratory wave flume test The nominal working capacity of each bin is Reject bin principles approach to its unique set of 100 tonnes with a capacity for structural pur• design problems. The reject bin is a self-contained cylindrical poses of 170 tonnes. structure with cone-shaped roof and hopper On 3 December 1983, the Governor of The railway station and ferry terminal are The bin sides are planar and made up from elements supported at four points on a Queensland, Sir James Ramsay, officially replanned. Part of the overseas shipping plates ranging in thickness from 8mm to braced frame (Fig. 9). opened the Newlands Mine Project. In < passenger terminal, built in the days of 16mm supported on 230x76 channel mid-1984 Newlands produced its first coal, < > mass migration to Australia and now too The bin is 9m in diameter with an overall WATER LEVE L PROt IABILITY secondary beams. Again primary beams act on schedule. It is now operating at full large for its cruise-related activities, will be height of 15m. The nominal capacity of the FUNCTION as ring beams and are fabricated from capacity achieving outputs in excess of WATER LEVEL (FROM WRI REPOR bin was 300 tonnes with a capacity for struc• (FROM 3) demolished to make way for a park; and ex• targets, the hallmark of a successful enter• TIDE TABLE o 310 UC sections. tural purposes of 450 tonnes. It was con• panded to accommodate restaurants. The prise. Maritime Services Building, headquarters The bins are supported from the main frame structed from 10 to 12mm plate and the sup• Credits for Sydney's port authority, will become the members in the washery building and are port frame was fabricated from 310 UC and home for the Power Collection of Art. Camp• totally integrated into its structure. 630 UB sections. Client: ^ 1.2 Mimets Developments Pty Ltd. bell's Cove, a small indentation close to the Settling cone PROJECT CONTROL > Principal consultant: tourist area of The Rocks, will be stripped of The settling cone (or pair of cones) are As with all projects in the natural resource Mitchell Cotts Projects Pty Ltd. its ageing timber wharves, buildings and car located outside the washery building at the development industry, project control pro• f Structural engineers: • parks and rejuvenated by landscaping and end of the washing process (Fig. 8). As the cedures on time and cost were comprehen• 5 1.1 Ove Arup & Partners s paving. First Fleet Park will be reshaped and name implies they are used to settle solids sively defined in the brief. CD replanted. The results of haphazard develop• from what is basically a liquid and hence the The proposal on which we were commis• Acknowledgement CO loading is different from the bin structures Published with the permission of S ,.o ment will be put right. sioned contained a complete schedule of described. MIM Holdings Ltd. Our role encompasses coordination, man• the drawings and documents to be produced agement and engineering. There are seven Each inverted cone is 16m in diameter, 14m together with an outline programme detail• distinct precincts in the project involving high with the top of the cone located 24m ing engineering and drafting assignments four architectural firms acting under the above ground level. The operating capacity over the duration of the project. These were 0.01 0.02 0.05 0.1 0.2 05 1.0 2 direction of Andrew Andersons, the Assis• of each cone is 160 tonnes, the self weight expressed as cumulative man weeks approximately 60 tonnes and the support S-curves and formed the basis for monitor• Return period (years) tant Government Architect. In addition to be• ing lead consultant on the Opera House frame 40 tonnes. ing our progress at four-weekly intervals, co• inciding with the client's overall project 5. Return period of recorded water levels at Fort Denison (AHD) forecourt precinct, we are providing the civil To give a pleasing form to such large struc• 10 engineering on three others, structural tures, cross-bracing between the supporting monitoring. 19 down its length to Fremantle Harbour and as a joint venturer and principal tenant in The R&l Bank tower the Indian Ocean. At the same time it March 1985 and construction recommenced The Sydney Cove responds to the Old Palace Hotel and the in May 1985. The building is due for comple• Bicentennial Project Dan Ryan two major roads which intersect at the cor• tion in December 1987. ner of the site. General description of the structure marine hydraulic The site The building is a reinforced concrete struc• Architect: Cameron, Chisholm & Nicol The site is on the north east corner of the ture. It is triangular in plan with concrete studies intersection of William Street and St. shear walls on the two shorter sides and The brief George's Terrace in central Perth and is columns and framing beam along the hypo• In August 1980 the Bond Corporation issued 67.1 x 58m. The original Palace Hotel occu• tenuse. As the centre of rigidity is eccentric John Nutt terms of reference to study and evaluate the pies the front corner of the site. Constructed from the centre of mass and it is a reason• design of an office tower on the Palace Hotel during the hectic goldrush days in 1894 for ably slender tower, there was concern that Site, St. George's Terrace, Perth, while re• John de Baun, it has been a landmark for side wind forces could result in unaccept• Architects: taining the original three storey Palace Western Australians for many years. able torsional vibrations. New South Wales Government Architect in Hotel Building which carries a National The design A wind tunnel test was undertaken to estab• association with Hall, Bowe & Webber Trust Classification. The solution adopted was to provide a build• lish and confirm wind pressures to be used The architects, Cameron Chisholm & Nicol, ing with a triangular floor plan, that faced for the static and dynamic analysis, with Sydney Cove, in the centre of Sydney, is the and the consultant team, developed a south west towards the predominant views particular attention being given to the tor• cradle of white settlement in Australia. dramatic 48 storey building which satisfied and the Old Palace Hotel. A series of bay sional characteristics of the building. Almost 200 years ago, close to a fresh water the major parameter that all offices should windows on a 6m module were formed on the The typical floors are of conventional in situ stream, Sydney was founded by a party of face the excellent views of the Swan River, main facade to provide six 'corner window' reinforced concrete beam and slab con• soldiers and convicts, sent from England in struction. Various floor systems including offices in the prime position on each floor. the First Fleet. The Tank Stream can no All service areas, lifts, stairs, toilets and air steel beams were considered but the in situ longer be seen but a plaque on the shores of handling rooms are located on the northern beam and slab proved the most practical Sydney Cove will soon mark its locations in and eastern facades where the outlook is and economical for this building. one of the many actions that, in 1988, will much less interesting. The building is founded on forty-three 1.5m celebrate the bicentenary of Australia's The building at 207m high above ground diameter piles belled out at the base to founding (Fig. 2). floor level will be the tallest in Perth and the found on consolidated siltstone approxi• History abounds around this small inlet third tallest in Australia. The triangular mately 30m below basement level. which has changed its character so greatly floors have a side dimension of 42m, giving The basement walls are in situ concrete over the years. Now a bustling metropolis net lettable floor areas of 866m2 for medium diaphragm walls constructed from the ori• 2 flanks its shore. Tall buildings stand 1. Sydney Cove circa 1880 and high rise and 782m for low rise floors. ginal basement level. These were retained First, there is the completion of the Opera proudly. The Sydney Opera House glistens House forecourt and surrounds. When open• There are two basements for car-parking by prestressed ground anchors installed as (Circular Quay viewed from Darling Harbour, from a in the bright sun on its eastern promontory, ed in 1973 this area was substantially un• and an open pedestrian plaza area at ground excavation proceeded. Diaphragm walls hand coloured wood engraving by S. Calvert in the the Sydney Harbour Bridge springs majesti• finished, with acres of bitumen totally out of Nat West Australia Bank collection). floor. were selected to minimize possible damage cally from the western. Ferries and hydro• character with the elegance of the building. to the adjoining perched buildings. The ground floor foyer is 20m high so that foils hurry to the Circular Quay terminal, so- That will be repaved with more appropriate Structural analysis for lateral loads the first floor is above the roof level of the called because in sailing ship days the cove materials. The temporary covered walkway The final structural analysis for lateral loads Palace Hotel. An acrylic canopy will link the was shaped in a semicircle to berth the wool connecting the Opera House to the city will was carried out in the following sequence: tower ground floor and plaza area with the and grain square riggers (Fig. 1). Many of the be demolished and another built below Old Palace Building. (1) Static analysis with unit loads of a 54 old colonial stores and warehouses are still ground, so that the forecourt has visual Above ground floor, there are 48 storeys of storey half model fully fixed at pile cap level to be seen in The Rocks area which fringes linkage with the water. A wonderful water• the western shore, and which has become a 2. Sydney Cove. The Sydney Opera House is on the office and executive accommodation. The (2) The deflections due to the unit loads were front promenade will be constructed around flourishing tourist precinct. left, the Overseas Passenger Terminal (right) is par• three topmost floors in the triangular spire used to construct a flexibility matrix for a 6 the whole length of the cove. There will be That now is the setting for an exciting and tially reconstructed, The Rocks area with the will house the principal executive suites. node model on which one model analysis parks and plazas, pontoons and jetties. southern approaches to the Harbour Bridge is on technically challenging project for the The cladding to the building consists of was carried out to determine periods of Dilapidated buildings will be demolished the right, with the centre of Sydney at the head of Bicentennial Year in which we take part. double-pane glass and fluoropolymer- vibration and those that are kept will be refurbished. the cove (Photo: Horizon/Neil Duncan) coated aluminium panel curtain walling. (3) The wind loads from the wind tunnel test Programme were applied to the static analysis model to Construction of the diaphragm walls com• give displacements and member forces. menced in August 1981. Excavation and in• Wind tunnel testing stallation of ground anchors followed, then VZZ22. The shear centre of the structural arrange• piles were installed from basement level. ment is very close to the right angled corner •///////// Construction continued until the ground and the centre of mass a considerable dis• Clay ?,/////;?, floor was complete in April 1983 then ceased tance away at about the centre of the tri• while a principal tenant was sought for the Siltstone angle. The potential for significant torsional building. coupling with the sway modes with the 1. Section through the building The Rural and Industry Bank of Western centre of mass significantly offset from the Australia joined with the Bond Corporation shear centre is considerable.

William Street

Top of 500 thick limestone '•Hasp working platform R.L. 6 00 Existing Palace Hotel Hi

LETTABLE OFFICE AREA

' Diaphragm wa

Typical floor & beam layout

-S -J—"~— 7— 7-

2. Plan on pile foundations 3. Typical low rise floor The construction programme got under way The modelling of the torsional behaviour 0°C and 180°. The corresponding value of in June 1982, 14 weeks after design com• becomes particularly important for obtain• the drag coefficient for the tests is approxi• mencement, with the construction of a 500 ing representative estimates of the wind- mately 1.25, whereas CP3, SABR, ESDU and man construction camp. Once under way induced accelerations near the perimeter of AS 1170 recommend values of 1.3 for wind construction was programmed to keep the structure. In addition the wind design on the flat face and 1.1 for wind on the apex. camp population at a constant level. pressures determined from the wind code re• It has been suggested that in turbulent flow, All materials were brought in by double quire some verification as there is little reattachment does not occur and conse• trailer road trains having a capacity of 50 T published information on drag coefficients quently the value of Cp for a triangle in either at an average of six arrivals per day and 12 at for triangular buildings. orientation approaches that of a flat plate. peak periods. A programme of aeroelastic model testing The aeroelastic model tests indicate that on a 1:400 model was carried out in the the Peak Gust and Gust Factor methods In order to give the project a cash flow, 450kW Boundary Layer Wind Tunnel at the overestimate the along-wind response. facilities were opened to the public when Department of Mechanical Engineering, Where the wind flow is not parallel to the completed, commencing with the camp Monash University, during February and plane of symmetry, however, the structure is grounds after 14 months and the first of the March 1982. susceptible to cross-wind effects, thereby hotels in 17 months. To achieve this the significantly increasing the overall forceson water sewage and central energy plant were So that the model would reproduce the the structure. Consequently the wind direc• also completed within this time. The final structural action as closely as possible to tions producing the highest moments are component, the Sheraton Hotel, was ad• that of the full-scale structure, two alu• 0 = 45V and 135°. judged practically complete in September minium sheets were used for the north and 2 1984. east core walls, and, the south west facade The overall effect of the surrounding city Quite remarkably the total project was com• was modelled using moment-resisting col• buildings is relatively small. Although there pleted on time, on budget and with only the umns and beams, calculated to give a cor• is some change in the wind direction for loss of 2,000 man hours out of a total of 1.6m rectly scaled facade sway stiffness. For the which the maxima occur excluding the sur• through industrial disputation. test series this facade stiffness was varied rounding structures, there is no significant During the construction period we had two over an order of magnitude to determine the change in the magnitude of the base personnel stationed on site, one engineer building response characteristics as a func• moments. and one supervisor. Direct supervision of the tion of the overall building torsional stiff• Aerodynamic coupling ness. The model was mounted on a strain work was carried out by the construction Cross-coupling effects of the sway into the gauge balance which could measure base manager with our people advising, this torsional mode were shown to be negligible overturning moments about the x and y Four Seasons Hotel central facilities system creating a few differences of opinion even when the frequencies of the torsional axes, and a torsion balance was fitted to until a working relationship evolved. Mode 1 and sway Mode 2 were coincident. measure the torque produced by a rotational Communications by telephone or telex from This is because the out of balance mass is in displacement of Level 43 about the base the site were not particularly good, compris• the plane of the sway oscillation. anchors were considered but rejected due to The support structures were analyzed in two about the z axis which was fixed at the ing one only radio-telephone circuit which In the orthogonal plane the centreof mass is the limited number required and possible stages. Firstly the cables were assumed not estimated mean position of the shear 'dropped out' continuously during the hot offset from the shear centre, resulting in geometrical problems. to yield and a serviceability loading applied. centre. months. The site staff were therefore fairly significant superposition of the torsional Loadings considered in design were those The mean wind velocity and turbulence in• Compressive cable forces were thus identi• autonomous and dealt with the checking of Mode 1 into the base moment for Mode 4. If associated with pretensioning and wind tensity profiles were designed to approxi• the frequencies of Modes 1 and 4 became fied and these values used as a basis for shop details and minoramendments in addi• effects. Self-weight and maintenance loads mate Terrain Category 3. The effect of the coincident, significant cross-coupling of the cable pretension. All cables were assumed tion to regular supervision. were neglected with the exception of the to be stressed to the maximum value ob• city buildings (Terrain Category 4) was taken sway mode into the torsional mode would be Conclusion roof barrel vaults where access loadings tained. directly into account by including the sur• expected. were considered. Surface pressures on the Yulara was a demanding project even Secondly cable pretensions and external rounding city buildings on the model. shades were determined from wind tunnel though not technically complex. The short Displacements and accelerations applied loads were analyzed to establish The structural damping was varied between tests on similarly shaped rigid bodies. This time-scale for design and construction, Based on a 50-year return period, the maxi• cable and mast forces and associated re• 0.5% and 2% of critical dampings. was considered to be a conservative but coupled with site location and poor com• mum horizontal displacements and twist for actions. This was an iterative process, with acceptable approach. munication, made it necessary fordocumen- Comparison of code the uppermost floor level are as follows: the number of iterations sufficient to limit tation to be absolutely spot on, as small and tunnel derived design forces At the outset a detailed investigation was out-of-balance forces at any node to accept• errors easily dealt with in the city took on the For triangular buildings AS 1170 gives the Table 2: Maximum displacements instigated to identify suitable fabric able limits. appearance of major disasters in the desert! following pressure coefficients: for a 50-year return period materials. For the roof elements a coated Fairly early on, a scaled down prototype It would be true to say however that most of Y- X- fabric was essential but uncoated or open (7.2m x 7.2m) was erected over the camping (1) For a wind direction of Q = 180° us associated with the project and particu• Wind Displacement Displacement Rotation weave fabrics were initially considered a grounds' swimming pool to check the Cp= +0.85 on the windward wall surface larly those lucky enough to go to the site, ex• direction (mm) (mm) (radians) possibility for the shades. However we very system and develop an erection procedure. Cp= -0.50 on the leeward wall surface quickly came to the conclusion that these perienced a real sense of achievement for a 0 =45° 115 23 -0.0064 were not suitable on strength and durability This shade stood happily for some months job well done. (2) For a wind direction of 0 = 45° 0 =135° -176 45 -0.0043 grounds and we concentrated our attention but after a night of very strong winds one The persons responsible in our office for Cp = + 0.85 on the windward wall surface on coated fabrics. corner became detached, much to the con• various sections of the work must not go Cp= -0.70 on the side wall surface sternation of all concerned. The problem We canvassed (no pun intended!) known unmentioned: Cp= -0.50 on the leeward wall surface. Analysis of the peak acceleration levels in• was due to failure of a U-bolt connecting the fabric suppliers on a worldwide basis and a dicates an annual maximum torsional accel• fabric to the support structure. This was Bill Thomas: Structures These values of Cp for a wind direction of number of suitable fabrics were identified. eration of 0.7%g and an annual maximum able to rotate in a vertical plane but not Colin Mathison: Civils 180° are consistent with the drag coefficient These included pvc-coated polyester, sili- sway acceleration of 0.9%g. Based on an in• horizontal plane, and the very small in-plane of 1.30 recommended for a tower-like struc• cone-coated fibreglass and teflon-coated Alan Saxon: Fabric structures tegration of the response data with wind forces from the fabric had eventually ture of triangular cross-section. fibreglass. A specification was developed speed data, it can be shown that the horizon• fatigued the bolt, which failed in the thread Tony Phillips: Geotechnics For a basic regional design speed of 40m/s on the basis of these materials and we tal accelerations near the human perception area. Fortunately the problem was fairly Walter Mclvor: Site engineer called tenders. As could be expected the in Terrain Category 3, the base moments limit of 1%g will occur only once in a return quickly solved by increasing the bolt dia• fibreglass alternatives, whilst offering the Harry Calverley: Site supervisor determined in accordance with the Peak period of between two and five years which meter and changing the detail so that bear• most durable solution, were significantly Gust Method, Gust Factor Method and the is well within acceptable limits. ing did not occur in the thread plane. As one would expect Yulara has had much more expensive than the pvc-coated poly• Wind Tunnel Tests are compared in Table 1 Sub-soil conditions The use of fabric elements for shade has publicity and has gained the country's ester which was chosen. The material was for a wind direction of 180° and 45°. Golder Associates carried out a site in• proved very successful and although indivi• highest awards for architecture, landscape supplied by Sarna Kunstoff from Switzer• Contrary to code data, the mean response of vestigation of six boreholes. The results, dually small in scale, the overall use has and construction. Alas no engineering land. the structure is similar for wind directions of together with those from an earlier borehole, helped give the resort its unique architec• awards to date, but we remain in hope. The required shapes of shade were deter• tural character. mined which satisfied minimum surface Credits Table 1: Comparison of Code and wind tunnel-derived design moments with uniform tension criteria. This process, Construction Client: Base moments (MN - m) known as 'form finding', utilizes finite ele• The 120-week design and construction pro• Northern Territory Government ment and the dynamic relaxation method of gramme allowed for the project would have Wind direction Design method Architect: Mx My Mz analysis developed by Arups in London. The been ambitious for a project in or near a Philip Cox & Partners 1 Peak gust method 1870 — — method is based on the fact that to go from major centre, let alone one of such scale and Consulting engineers: 0 = 180° 2 Gust factor method 1674 one state of equilibrium to another a struc• remote location. Ove Arup & Partners — — 3 Wind tunnel tests 1397 500 118 ture must move. By writing equations of The project was divided into 24 major Project and construction managers: (1614) (700) (206) motion for the structure and applying damp• elements or packages, each with its own White Industries Ltd. ing to make the structure come to rest, the design and construct programme within an 1 Peak gust method -710 1028 -212 computer methods follow the procedure overall programme for the work. Tenders » =45° 2 Gust factor method -691 1016 -214 that happens in nature (I think!). were called by the construction manager 3 Wind tunnel tests -1088 1122 -226 Having established the 'form found' shape, from companies which had registered inter• Notes: loadings defined as pressures and fabric est and had attended briefing meetings in 1 The base moments determined by the Peak gust method have been reduced in accordance with and cable pretensions were applied and the Alice Springs and Darwin where the scope, Table 5.2-^S 1170. final deflected shape, fabric stresses and locations, logistics and site conditions and Photographs: Courtesy of Philip Cox & Partners 2 The values in brackets are the maximum base moments for wind direction of 0 = -135Vi. border forces determined. constraints had been fully explained. allowed the stratigraphy below the site to be Piled foundations 70/30 blend of OPC/blast furnace slag with a cularly bad over the ribs of the profile deck generalized as follows: Initially a raft foundation as has been used minimum cement content of 400kg/m3, a floor where concrete thickness was only on other high rise buildings in Perth was water cement ratio of 0.6, slump of 30mm and no reasonable amount of re• • from existing ground level at about RL 14 considered, but the average bearing pres• inforcement was effective. In these condi• to about RL6: Sand varying from loose to 180mm±30mm and 20mm maximum aggre• sure of about 500kPa would have resulted in tions the only positive method of curing is very dense with increasing depth gate size. Retarders were used to ensure a unacceptable settlements. Therefore a minimum of 4 hours to initial set. water inundation or spraying. This of course • from RL 6 to about RL -13: interbedded number of deep foundation options were In half of the piles integrity testing was car• is not a particularly attractive proposition layers of silty clay, clayey sand and sand; considered: ried out using gamma ray back scattering for a builder in a hurry and curing or the lack clayey materials stiff to very stiff, sandy equipment. of it became our major supervisory problem materials dense to very dense (1) Piles or barrettes founded in the siltstone throughout the job. Four 50mm internal diameter steel pipes Fabric membrane structures • from RL-13tobetween RL-17and-21: (2) Piles founded in the lower sands were tied to the inside of the reinforcement Shade is a very important commodity in an sand, dense to very dense cage, equally spaced, and cast into the pile. (3) Raft sharing the load with piles founded Australian summer and hard to come by in The test instrument consisted of a radio• • between the sand and the siltstone a in the lower sand. the central desert. It has been created at active source and a detector of gamma layer of silty clay about 1 m thick Yulara by extensive use of tensioned fabric It was considered that the design of piles radiation, assembled in a waterproof con• • from between RL-18 and -22 to the membranes over public areas and buildings founded in the lower sands should ignore tainer, 600mm long and 48mm in diameter, depth investigated (RL -43): siltstone, thin• in the central spine. the end-bearing capacity due to the diffi• connected to the surface electronics by a ly bedded varying from extremely weathered culty of ensuring that the pile base rests on cable. The fabric membranes or 'sails' not only pro• to slightly weathered. vide shade, but generate a significant visual undisturbed material. The skin friction avail• One pile on which the reinforcement cage impact and sense of three-dimensional The bedrock beneath the city area is a able for a pile founding just above the silt• had lifted during pouring was found to have enclosure; they have become the resort's calcareous sandstone, siltstone or shale stone was not sufficient to allow a practical suspect concrete. This was confirmed by most dominant architectural feature and known as the King's Park shale. Fossil configuration of piles of the required capa• coring and an additional pile was con• allowed us to exhibit some engineering in• analyses of this material confirm that it was city. Even sharing the load with a raft they structed. formed during the early Tertiary Age under would have had to extend nearly to the genuity. Settlement of the piles is being monitored by marine conditions. Subsequent changes in siltstone, so this would not have been viable Tensioned fabric is also used as a roof to the precise levelling onto reference points on relative levels between land and ocean ex• when the cost of the raft was included. restaurants and public spaces within the the structurs immediately above each pile posed it as a land surface during the late It was therefore decided that piles or bar• Retail square with shades over the plaza major hotels central facilities building. group using a bench mark remote from the Tertiary period. There was then a break in rettes founded in the siltstone and using a Of the total fabric area of 11,000m2, the site. further sedimentary action until the start of combination of side friction and end-bearing Residential flats and shades over Visitors' Centre major part, 8,000m2, is in the form of hypars. the deposition of the younger uncon• would be the most suitable type of founda• Three of the piles have been instrumented in These are based on a 10.8m square plan an attempt to compare their performance solidated alluvium during the Quaternary tion. module with each shade having a rise of period. The King's Park shale occurs fairly against the design. The minimum value of shear strength of the 2.6m between high and low points. consistently throughout the metropolitan In each of the piles to be monitored, three clayey layers obtained from the direct shear The second basic form used in an inverted area and has been proved to a maximum strain gauges have been installed about tests and unconfined compression tests cone on a 7.2m module. Both the hypar and depth of about 300m. 1.0m above the pile base and three strain was 2l9kPa, but shear strengths as low as cone have boundary cables. gauges immediately under the pile cap. In colour the material ranges from dark grey 140kPa were estimated using the pocket The third basic form is a saddle or barrel to black; in composition a clayey sandstone, penetrometer. Therefore, a conservative The strain gauges are the acoustic type vault which was used to form the roof to the siltstone or shale — all calcareous; it con• value of 150kPa was assumed for design manufactured by Soil Instrument Ltd. and Sheraton Hotel. Preformed arch ribs and box tains fossils, lime nodules and is laminated purposes. are connected to a vibrating wire readout gutters provided support for the fabric and unit. or thinly bedded. In all of the in situ pressuremeter tests on M k Is boundary cables were not necessary. The The rock tends to break readily along the the siltstone, the pressure required to initi• It is hoped that it will be possible to compare barrel vaults have a system of hypars weak bedding planes, which makes hand• ate failure in the rock was greater than the the load in each pile with the design load and mounted above them to create a double ling and laboratory testing extremely diffi• capacity of the pressuremeter (7MPa). From also the proportions carried by skin friction fabric roof system. and end bearing. cult. this it was deduced that the shear strength The largest single shade is 20m x 10m and Perched groundwater levels were measured of the rock is greater than about 2MPa. covers the amphitheatre forming part of the at about RL 9 in the upper sand, with arte• However, the unconfined compression tests Core walls: frame structure community facilities. The shade is in saddle sian piezometric heads in the lower sand showed much lower values of strength and Lateral forces and torsions are resisted by a form and is supported by four masts stabi• layers at about RL 2. considerable variability, therefore a design combination of coupled core walls on the lized by cables. Unlike the other fabric Substructure shear strength for the siltstone of 1 MPa was north and east facades acting with the elements on the project in which the sup• column-beam frame across the hypotenuse The existing ground level on the two street chosen. porting structure is independent of fabric, in and the beam-coupled internal low-rise lift frontages varied from RL 13.40 to RL 14.50, this case fabric and supports are mutually Though this value was believed to be reason• shaft (which becomes blade columns above and the underside of the lower basement dependent. ably conservative when the pressuremeter Level 17). level is RL 4.00. The existing Palace Hotel, test results are taken into account, it was At an early stage consideration was given to which is founded at RL 10.20, and a new six decided that piles or barrettes should be The core walls to the north and east facades the way in which the hypar elements were to storey building on the North boundary founded at least 2m below the surface of the comprise the medium and high rise lift be erected and if necessary replaced during panels, were adjudged to be too temporary The batching plant capacity was 60m3/hr founded on a raft at RL 10.26 had to be siltstone to avoid the possibility of founding shafts coupled to the escape stair walls and the project life. The fabric panels are in appearance and thus architecturally un• and averaged about 45m3/hr. The concrete safely supported so an anchored in situ dia• on local areas of softer material which might air-handling plantrooms which are situated a specialist supplied item from outside phragm wall was considered the most on each floor. The inner and outer walls are satisfactory. was delivered from the service area to indivi• Australia and it was recognized that for a be present close to the rock surface. 3 economical and reliable means of support• 450mm thick from the Lower Basement to The principal wall element thus became the dual sites by a fleet of six 5m agitator number of reasons the support structures A letter of invitation was issued to five ing the adjoining buildings and the excava• Level 15, reducing to 350mm to Level 31 then hollow concrete block, as its larger dimen• trucks. should be independent and not rely on the selected contractors giving foundation tion. The diaphragm wall, a nominal 500mm to 250mm to the top level. The coupling sion, compared to brickwork, ensured Aggregates were won and transported from fabric for stability in any way. design loads and design criteria for thick, was cast in panels varying in length beams are 1150mm deep and the same speedier erection plus superior thermal a source 80km away and cement supplied The architect required that the support piles/barrettes and explaining that, initially, from 4.5m adjoining the rather delicate width as the walls. qualities. from Adelaide via Alice Springs. Untreated masts be as light as possible and it was ini• tender documents based on a system of bar• Palace Building, to 7.0m where sensitivity to The central low rise lift shafts extend from Although some timber was used for roof bore water was chemically satisfactory. As tially envisaged that the shade force of rettes would be prepared, but that alter• movement was not as critical. The panels ex• Lower Basement to Level 17 with side walls trusses to houses, light steel frames and could be expected the cost of concrete was about 80kN at each hypar support point be native barrette shapes or cast in situ piles tended to a maximum depth of RL 1.75. The 350mm thick. These are coupled to the stair trusses were generally used to minimize prohibitive, being three times the average resisted by bending in masts which were would be considered. single depth basement walls on the street and main lift shaft walls with 740mm deep transportation damage and reduce long- rate for major centres and consequently was freestanding. The magnitude of bending boundaries to the original building on the Frankipile Australia Pty Ltd. were the suc• beams by 350mm wide. Above this level, five term maintenance costs. Most steelwork is used sparingly. forces was such that a free-standing struc• site were left in place and stabilized by cessful tenderers with a proposal for forty- intermediate-shaped columns support the exposed and tubular sections, bent to An independent testing laboratory was ture was not possible and horizontal stabi• ground anchors. The diaphragm walls were three 1.5m diameter cast in situ piles with floor beams and are coupled to the side curves rather than cut and welded, were established on site. This carried out lizing cables were provided between masts constructed inside of these and from the various diameter belled bases up to 2.9m cores by 740mm deep x 700mm wide beams. used to create acceptable forms. whatever tests were required, mainly for located at upper and lower shade support existing basement level RL 11.25. On com• founded a minimum of 4m below the surface The columns on the diagonal facade are Foundations and ground floor slabs were concrete and soils density and compaction. points and crossed to form an X pattern. pletion of the diaphragm walls a 250mm of the siltstone. The piles were to be con• spaced at 8.5m centres and are coupled with generally cast integrally on the compacted One major problem with concrete was At the boundaries, support cables are taken thick retaining wall was constructed up to structed inside a temporary steel casing and a beam 740mm deep by 1300mm wide. The sand base. Where suspended slabs were re• shrinkage due to a variety of causes. The to the ground at a 45° plan orientation to the main grid. In this way, out-of-balance forces Ground Floor Plaza level. drained to allow inspection of the bases. columns are 1300mm square from Lower quired these were built, whenever appro• aggregates supplied were invariably at the were accommodated close to the point of Prestressed ground anchors to stabilize the The structural design of the piles was based Basement to Ground, 1200mm square from priate, without falsework using profiled 'fine' end of the allowable range and the very walls were installed as excavation pro• application rather than being allowed to on an ultimate (factored) load method using Ground to Level 1, then reduce to 1140mm metal decking as formwork and reinforce• fine material tended to bulk up in the ceeded. accumulate over a number of modules. This the SAA Concrete Code (ASU80- 1982). square from there to the top of the building. ment. stockpiles. Consequently the amount of Ultimate compressive loads varied from The column size is to retain both architec• also allowed the minimum mast diameter Precise survey monitoring points were The scope for structural engineering in• water in the mix varied daily and was often 18MN to 49MN. tural requirements and to maintain stiff• (168mm) to be used throughout. The support established on the top of the walls to check genuity was strictly limited and most of our excessive, which did not worry us too much ness, although a central 600mm diameter and stabilizing cables are pretensioned for possible movement during excavation Only 12 piles had tension loads, thegreatest endeavour went into 'getting the details as far as strength was concerned but aggra• void is introduced at Level 33 to reduce the using turnbuckles to avoid slackening under and stressing of ground anchors. The maxi• of which required 34 C36 bars, bundled in right' both visually and constructionally. vated the shrinkage problem. concrete volume. frequently occurring loads and to reduce pairs. Concrete mum movements recorded were 2mm hori• Although concrete was placed very early in mast displacement under wind loads. zontally and an upward heave of 5mm. A typical compression pile had 0.5% longi• The columns are heavily reinforced at the A pre-mix concrete supplier was appointed the morning during the hot months, the Uplift forces were catered for by simply bury• The basement slab is 300mm thick on blind• tudinal reinforcement (9 C36 bars) and the lower levels with up to 7.5% Grade 410 re• to establish a central weighbatch facility in temperature nevertheless rose very quickly ing a concrete pad and mobilizing soil mass ing over a 400mm thick blue metal drained concrete strength was either 30,35 or 40MPa inforcement. Bars up to 36mm diameter are the service area and from whom contractors and unless curing was initiated promptly, as resistance. Tension piles or ground subgrade. depending on the load. All concrete used used in bundles of four with staggered G-/oc bought concrete at predetermined prices. plastic shrinkage resulted. This was parti• The main water supply is from the Dune Plains Aquifer located about 10km from the resort and which, it is estimated, can supply about 400,000m3 per annum. The raw water has a total dissolved salt content of around 2,500mg/l and a fully automatic electro- dialysis desalination plant has been install• ed which reduces the salt content to 500mg/l. Storage is provided for 200,0001 of treated water, about two days supply at \ peak periods. Four blends of saline, treated and reclaimed water are reticulated through the resort for differing purposes: fully treated for drinking and bathing, untreated for cisterns and fire hydrants, and blended for trickle irrigation to every tree and shrub planted within the resort. Sewage is carried by a system of gravity and rising mains to a high speed extended aera• tion activated sludge process plant. Effluent is treated in a single process with the resul• tant sludge pumped into drying beds from which it is distributed to landfill areas. The treated water is held in an artificial lagoon from where it is recycled to spray irri• gate the main sports oval and to water a 5ha Fabric shades over Visitors' Centre S red gum plantation which is to be the source of firewood for fires in the camping grounds. Sheraton Hotel rooms and central facilities

Foundations and ground works Yulara is built in the swales between a linear system of sand dunes. The dunes are formed by wind blown sands and in the immediate area of the site are relatively stable, support• ing quite dense spinifex growth, bushes and desert oaks. However, disturbance of wind patterns and removal of vegetable cover could initiate a new erosional phase and construction was therefore kept away from the dunes proper. mm The built site covers an area of 1500m x at*. 1000m with the central spine occupying 1000m x 400m. 20 trial pits were dug at what were considered to be significant locations. Penetrometer probes were used to obtain density profiles particularly through the higher levels of dune sands where backhoe pits were environmentally inappropriate. The investigation revealed a consistent geology across the site with a 3m layer of sand overlying a layer of lateritic gravel splices used in lieu of laps up to Level 4 Floor construction Credits: which became cemented within a few hund• when reduction in the numbers of bars The structural system is reinforced concrete Client: red millimetres of its upper surface into a enabled conventional laps to be used. beam and slab. There is generally a 130mm Rural & Industries Bank of Western Australia low strength, coarse-grained sandstone. 65MPa (F'c cylinder strength) concrete was thick slab. Over the main floor section there and Austmark International Ltd. The sand material was very uniform across used in the columns up to Level 18 when the are beams 600mm deep by 350mm at 4.243m Architect: Cameron Chisholm & Nicol the site and fell into two categories, a well this could only be done by utilizing some with 2m high vertical sides to stand open for strength is progressively reduced to 50, 40, centres (i.e. 3x\/2) spanning 10.5m. The Project managers: graded swale sand and a finer dune sand, form of surface treatment and a variety of quite lengthy periods. Control of compac• 30 then 25MPa above Level 36. beams reduce to 400mm depth by 600mm at Austmark International Ltd. blending into each other with elevation. alternatives were investigated. The cheap• tion was achieved by constant field density The core walls are 40MPa concrete at lower the south west end to provide adequate Protect co ordinator. Tests were carried out on the sands to deter• est and in fact the most appropriate was testing plus penetrometer and nuclear den• levels reducing to 30 then 25MPa at Level 10. space for air-conditioning ducts. The 400mm sity testing. Bond Corporation mine in situ density, compacted densities at found to be a 150mm layer of compacted The core walls are being constructed by slip x 600mm section cantilevers out from the lateritic gravel spread over the total area. main 740mm x 1300mm framing beam to Main contractors: natural and optimum moisture contents, Site survey data was given in 1:500 map form and can proceed up to five levels above Given the site contours, a cut to fill solution support the 'bay window'. The lobby slab is Multiplex Construction Pty Ltd. CBR values and the internal friction angle. form. This was digitized and collated to form floor construction, although this can be ex• for the platforms was not possible and it also 130mm thick with beams 550mm x Arup engineers: Design values resulting from these tests a digital terrain model suitable for computer ceeded if the lobby portion of the floor slab was important that there was minimum dis• 350mm and 400mm x 400mm. Dan Ryan, Adrian Roberts, were as follows: design and volume calculation of roads, is advanced not less than five floors below Bill Haythornthwaite ruption to the sand dune regime. Location of hard stands and earthworks generally. the top of the slip. To date, the builder has The floors are designed for a general office 3 3 borrow pits was critical yet some 50,000m loading of 3kPa with a 1kPa provision for compacted density 1.7 T/m elected to pour the floors complete and of fill was required. A source of sand fill was The buildings lightweight partitions, ceiling loads and maintain the slip for five floors. CBR value 20% finally established quite close to the site ser• In general the buildings are of simple finishes. A 2.4m wide thickened slab section angle 0 33° vice area and the resulting excavations were domestic scale and are masonry structures Typical floors is provided on the south west side of the low eventually used for sanitary landfill. with pitched metal roofs. Minor elements rise lift core (or upper level columns) for a Allowable bearing pressure derived from The floor to floor height of typical floors is Local gravel was available from borrow pits such as verandahs, stairs and pergolas are uniform heavy load of 7.5kPaor 12.5kPa con• these values varied from 150kPa for a 3.6m with a floor to ceiling height of 2.7m. previously used for the roads. These pits centrated over a 1.6m width. 600mm wide footing to 300kPa for a 2m wide of light metal construction. Air-conditioning is provided by a variable footing. were therefore extended to produce some volume air system with two fresh air hand• The nominated concrete strength is 25MPa 3 The structural philosophy was developed 80,000m of material required for the protec• ling plants on each floor providing flexibility although the specified minimum OPC around a minimum of basic elements which 3 The penetrometer probe values were used in tive gravel layer and for basecourse to roads cement content of 280kg/m generally would afford some measure of standardiza• for tenants. Cooling is provided by chilled conjunction with the density results to cor• and parking areas. achieves a minimum of 23MPa at seven tion whilst allowing flexibility in building water distributed to each floor from central relate footing capacity with blow count for days. future site supervision. Before earthworks commenced the spinifex design. As it was necessary to house all chilling units located in a ground floor plant- The central spine complex is built on a and desert vegetation was harvested and labour in an on-site construction village, room. Heating requirements are not signifi• The builder is using a table form system for series of raised soil platforms. It was con• stockpiled for future use as mulch. The top systems which minimized labour were more cant and a small base load gas boiler is used the floors and achieves a complete floor sidered economical to undertake an early 200mm of soil which contains dormant than ever important. and hot water circulated in the same piping cycle of nine working days with two pours. system used for chilled water. earthworks contract for the whole complex; seeds was similarly removed and stock• For this reason masonry construction was Levels 43 to 48 within the triangular pyramid Electrical, telecom and computer cabling one of the reasons being the long distance piled. Both mulch and soil were used as at first discounted and a precast walling section at the top of the building are execu• for mobilization of heavy earthmoving plant. important ingredients of the desert zone system investigated. This was quickly ruled runs in three channel skirting ducts around tive suites and plantrooms, and are also This meant however that the surface (cover• restoration work carried out where damage out due to the high basic cost of concrete the perimeter of floors, supplemented by beam and slab construction, but with the 2 ing some 200,000m ) and sides of platforms from construction was unavoidable. and the cost and time involved in setting up 40mm deep floor ducts in limited selected layout varying from the typical floors to had to be protected from wind and rain ero• The platform filling and compaction was locations. accommodate the stepped facade and an on-site factory. Other systems, incor• Photos: Whitfield King sion over a one year period. It was clear that particularly effective, allowing trenches porating metal or compressed cement Floors are finished monolithically. various voids and setbacks. 23 The altitude is around the 500m mark con• the exterior zone and minimize corridor slab is a Robertsons Q-Lock metal pan with tributing to the extreme diurnal temperature INTELSAT space, modules of 90 ft square plan form 2 in deep ribs acting compositely with 31/4 in changes. Temperatures of 50°C are not were developed incorporating a 20 ft ex• of lightweight concrete. The lightweight unusual during summer, whilst winter Headquarters terior zone. Columns were placed at the concrete is used not only for load benefit but temperatures of -5°C have been recorded. / periphery and on the perimeter of the inner for its superior fire-resisting qualities. Much of the area's topography consists of Building, and outer zones to give maximum flexibility The slab is supported by and acts com• sand ridges ordunes averaging about 13min of partitioning. positely viashearstuds with 12 indeep steel height above an otherwise flat plain. The Washington DC beams spanning 20 ft and 14 in deep beams vegetation consists of plants expert at / The module was modified to an octagon to / create rectangularconnecting linkscontain- spanning 25 ft. The secondary beams are resisting long periods of drought either by Peter Thompson ing duct risers and toilets and for connec• arranged to ensure equal loading on the remaining dormant, or by adjusting their life tion to stair towers (Fig. 2). primary beams and thus equal loading on cycle such that they exist only while moisture is present. About 390 species of Architects: Nine four-level modules satisfied the space columns. The large range of steel sections plant have been identified and these provide John Andrews International requirements for Stage 1 and four six-level available in the US lends itself to economic habitat for 22 species of mammals and 151 Anderson, Notter, Finegold modules for Stage 2. design. species of birds. During the past century a The primary beams of 30 in depth and maxi• Introduction* The module/link complexes are arranged in number of medium-sized mammals have mum span 50 ft are designed as partial com• INTELSAT is an international organization a chequerboard pattern and, when inter• become extinct, mainly due to the ravages of posite sections and are continuous with the owned by 110 member nations which pro• linked with a roof structure, form interior imported species such as cats. internal columns. These beams have either vides international satellite communication courtyards or atria. Pedestrian movement in web penetrations or are notched at the ends facilities to most of the western world. The the vicinity is concentrated on Connecticut Arriving at what was to be Yulara for the first connected to the perimeter columns, to organization is based in Washington DC and Avenue, particularly at the Van Ness in• time, it was difficult not to be overawed with allow passage of services. All beams are in 1979 it was decided to hold a competition tersection where there are both subway and the task in front of us all. Endless sand grade 36 ksi steel. for the design of a new headquarters com• bus stops. Modules and courtyards are plains stretched in all directions, save for plex in that city. therefore arranged to create a pedestrian The four internal major columns are 19 in the overwhelming presence of Ayers Rock access spine stepping up the slope connec• square sections of welded plate, grade about 16km away. It was hard to believe that Architectural institutions of member coun• ting the Connecticut/Van Ness intersection 50 ksi, varying in thickness from 1Vs in to such a large development was to happen in tries were invited to register the credentials with the International Centre. Ve in depending on level. Fire rating is such a desolate spot. of organizations who in their opinion were achieved by concrete encasement resulting qualified to carry out the work. About 400 The spine of atria, apart from acting as the On taking stock however, things got better. in a circular column 30 in in diameter. registrations were received which were building's axial street, providea sourceof in• An airport capable of landing Fokker F28 The eight external columns are 16 in reduced in three stages by selection panels terior daylighting and climate control. They type aircraft had just opened about 5km to six, one each from West Germany, Nor• also contain vertical and lateral circulation. diameter made up of a 12 in diameter tube, from the site, a 2.8 Mva oil-fired power way, Canada, Australia and two from the Elevator towers encircled by a stair are grade 46 ksi, of wall thickness Vi in, sur• station was about 2/3 complete, and what United States. Each finalist was to be paid a located within the courtyards with access to rounded by 2 in of fire proofing contained by was eventually to become the village service fee on presentation of an entry fulfilling the modules via bridge links. a thin steel tube. This whole assembly is a area was in embryo form as a depot for Park competition requirements. A briefing/site The courtyards are landscaped with water proprietary section in the US. The column is rangers. 2 visit for two persons was also included. features and planting. filled with concrete of 5,000lb/in acting The main road from Alice Springs was The competition, judged by an international Below-grade parking for 500 cars and plant- compositely with the structural tube. almost completely bitumenized and on the jury, was won by the firm of John Andrews rooms are provided at three levels stepping Continuity between beams and internal site proper there was a system of bitumen International of Sydney, who subsequently up the hillside, linked by a feeder road off columns is achieved by site butt welding. roads going seemingly to nowhere but com• were appointed to further their design, Van Ness Street. This procedure, which at first appeared to us plete with stop and give way signs. Given the prepare construction documents and super• Structure to be a risky one, was the unanimous choice topography these existing roads became a vise construction. We assisted John Architectural requirements for column-free of the local steel fabricators whose opinion major determinant in the evolution of the Andrews with his entry and were subse• central town area as building was only to be spaces within the modules, economy and was sought. A full-scale mock up was con• quently appointed as consulting structural possible in the flat area between the roads speed of construction resulted in the choice structed by the successful fabricator with engineers. and the dunes. of structural steel/concrete composite con• all welds ultrasonically tested. Sample sec• tions were taken from the mock-up and etch- This article briefly describes the architec• struction for office modules, service links tested for correlation with the ultrasonic The resort tural planning and structural form of the and connecting bridges above grade. Rein• test results. Yulara can cater for about 5,000 visitors per complex, together with some of our experi• forced concrete was used for construction day and has a permanent population of ences of working in the United States. Imper• below grade plus stair and elevator towers. The pod roofs are landscaped with paving about 500. The permanent population is ial units are used throughout. The atria roofs are of tubular steel space- and low planting and used for recreational largely concerned with the resort function Architectural planning frame construction. External concrete is purposes. Due to this the loading is higher but includes National Park staff plus their The site of 12 acres is on Connecticut fair-faced. than for a typical floor with a consequent in• families. Avenue between Tilden Street and Van Ness Building construction in Washington is car• crease in structural sizes. Roof members are Street and forms the eastern boundary of a ried out to the requirement of the Building arranged to provide a fall in all directions to The resort has three main components: new international centre being developed to Code of the District of Columbia. Reinforced the centre columns. (1) The central spine augment the diplomatic facilities of concrete and structural steelwork design Each pod is separated from its neighbour (2) Peripheral development around the main Washington. Immediately to the north lies are carried out to the recommendations of not only by a link block but by movement ring road the University of the District of Columbia. the American Concrete Institute and joints. Temperature range is particularly (3) Service area. American Institute of Steel Construction. The site is heavily wooded on a sloping severe on the eastern coast of the US and it (1) The central spine is moulded to the dune In addition all construction must conform to terrain and rises 40 ft above Connecticut is standard practice to provide joints much formations in an S shape and contains most the requirements of the Fire Insurance In• Avenue at its highest point (Fig. 1). more often than we would in Australia. Con• of the major resort components including dustry. This in effect means that unless a The INTELSAT building programme was sequently, each pod is designed as a two- the Visitors' Centre, two hotels, one of 100 2 very expensive test is carried out, only a staged with about 600,000 ft gross area way multi-storey portal frame providing its rooms, one of 250 rooms, retail area, staff combination of structural elements which being built in Stage 1 and a further own stability against wind and out-of- accommodation and community facilities. have previously been tested and given a fire 150,000 ft2 in Stage 2. balance loadings. The buildings are arranged in clusters resistance rating may be used. Results of Bridge links between elevator towers and around civic squares and spaces. The hotels Space requirements included accommoda• tests are given in a document known as the the pod floor links span a maximum of 50 ft are placed at each end of the spine and tion for satellite control, operation, simula• Underwriters Laboratories Inc. Fire and are designed as composite steel/con• linked to each other by a series of pedestrian tion and maintenance, convention facilities Resistance Directory. crete members with vibration criteria con• streets defined by one and two-storey build• and office space all with their respective Statutory loadings and permissible reduc• trolling member sizes. Expansion joints are ings. The whole of the spine is built on an ancillary facilities contained within a mix• tions are similar to Australian and British provided at the end supported on the ele• elevated podium of varying levels defined by ture of separate offices and large flexible Codes. Wind loading is however extremely vator tower. a perimeter wall. A central energy plantroom areas. Factors which were to be maximized basic in comparison, the requirement being is located beneath the Visitors' Centre and included exposure of staff to sunlight, The towers, as with all exposed vertical sur• that buildings where the height exceeds 2Vi services the total facility. building efficiency and energy efficiency. faces are smooth fairfaced concrete. times the width shall be designed to resist a At the end of design development the client, (2) The peripheral development includes Planning restraints dictated that the 2 uniform load of 20lb/ft . Roofs are generally without our knowledge, obtained a technical components such as detached housing, buildings be accommodated on 8 of the 12 2 designed for a snow loading of 30lb/ft . audit of the pod structure from Bethlehem school, police station, camping grounds, acres with the remainder designated as However, in areas where snow drift was con• Steel. This is offered as a free service in the Aboriginal housing and service station. The public parkland and the Washington build• sidered to be a possibility a localized US. Whilst not disagreeing directly with our camping grounds cater for up to 3,600 at ing height limit of 392ft above sea level was 2 loading of 60lb/ft was adopted. design approach, Bethlehem were not too four sites. The sites are fully serviced and to be observed. Typical module structure happy with the continuity in the floor system have swimming pools. Caravans and bunk Sheraton Hotel: Analysis of the client's brief indicated that The typical module or pod floor is repeated a and put forward an alternative using simply- house accommodation are available for areas requiring perimeter location ac• great number of times and much effort was Top: View of central facilities supported beams throughout, plus diagonal campers without tents. Centre: General view of main entrance counted for 70% of the total. To maximize put into creating an efficient and economic bracing for stability. We, in turn, were asked (3) The service area east of the resort con• Bottom: Main entrance showing fabric shades and roof elements layout (Figs. 3 and 4). to comment on their proposals and after "Editor's Note: tains the water treatment and sewage treat• submitting a carefully worded adverse As this project was designed in imperial units we A typical floor has 5V4 in slab spanning ment plant as well as the major storage and Facing page: View of main resort facilities and Ayers Rock (Photo: John Gollings) have not converted them into metric. 8 ft 4 in onto a secondary beam system. The report, the matter was dropped. maintenance facilities. Subway University of the station Shops 90ft square District of Columbia 2Q<\ 50ft ?0ft

Van Ness Street Covered Centre zone courtyard

Retained trees

Perimeter zone-* \S

Elevator^ • iwei Modules

Service Stair tower -<§/^H nks

Stair lowers

Retained trees

Future Interconnected expansior Stair tower covered courtyards

W12x16 Detail A

Detail A Typical column beam

Indicates site welded moment 51/4in. slab connections Atria roofs 1. Site plan Roofs to the covered courts are dome-like 2. Office module with a horizontal 50 ft x 50 ft central area and 50 ft x 20 ft sides sloping at 57°. Due to Service I the difference in pod roof levels, each roof • lain, square has a vertical component of a floor height on column three sides. 12in. diameter A space frame based on a 5 ft module is column used to support double glazing which forms the outer skin of the roof. Apart from dead, wind and snow loads the space frame is required to support loads Bridge links such as hanging planter boxes, window washing equipment plus a load of 1501b at 3. Typical floor the centre of each member for miscellan• beam layout Elevator tower eous purposes. A temperature variation of (W30 x 99. and 54°F is also taken into consideration. similar expressions mean: 'depth in Each roof connecting four pods acts in• inches x lbs per dependently and is supported at eight peri• foolrun') meter columns. Support releases have been provided such that only vertical load and 4.Section through wind forces are transmitted to the pod struc• office module and tures. A total of 25 separate loading com• covered courtyard binations were considered in the design. After preliminary design to prove the system viability, and to establish a budget cost, a performance specification was written to enable tenders to be called from manufac• MR m 1 1 turers of proprietary space frame systems. Many systems are available in the US and the scope and size of the roofs excited much r interest from suppliers. The system event• ually adopted is known as Spherobat, a West German system manufactured under licence in the US. This is similar in appear• ance to the better known Mero system but utilizes split steel hemispheres bolted together to form coupling at nodes and steel tubes between node points. Detail design calculations were prepared by the supplier and checked by us. Load testing of the node assembly was required prior to erection which proved to be a wise precau• tion as a significant amount of failures were maximum of 28 ft onto beams 36 in deep Test borings carried out pre- and post- recorded in nodes first supplied. running normal to parking bays is the competition generally indicated disinteg• Substructure general form of construction. 48 in x 18 in rated rock or rock about 12 ft below grade, The car park and plantroom structures step• reinforced concrete columns support the these being weathered residual materials ping up the site act as podia to support the major steel columns above. derived from the underlying parent bedrock. pods. The reinforced concrete beam and Foundations Both materials were suitable for founding of slab construction provides a transition be• Bedrock at the site is a gneiss belonging to pad footings with an allowable bearing 2 tween the pod steel columns and the park• the Wissahickson formation. This is a meta• capacity of 5 tons/ft for the disintegrated 2 ing requirements at basement level. Re• morphosed sedimentary rock generally rock and 20 tons/ft for the slightly inforced concrete columns are located to moderately folded with bedrock elevation weathered rock. suit both the requirements of the pods and varying significantly over short horizontal At the southern part of the site towards that of parking. lOVi in slabs spanning a distances. Tilden Street the depth to rock increased to 25 builders are prepared to give a GMP — Guaranteed Maximum Price — for a con• tract based upon a preliminary set of layout Yulara tourist resort Legend drawings, schedule for finishes and a perfor• 1. Visitors' Centre 2. Four Seasons Hotel mance specification for services theoreti• Peter Thompson 3. Residential Mall cally reducing the overall documenta• 4. Shopping Centre tion/construction time and cost to the 5. Stall Flats Architect: Philip Cox & Partners owner. 6. Community Facilities Shop drawings for structural steel and con• 7. Sheraton Hotel Introduction crete reinforcement are the responsibility of 8. Camping Grounds 9. Housing. School. the contractor with the consultant respon• The mainstream of our work is located almost entirely in Urbia and Suburbia. We Police Station etc. sible for checking that his requirements 10. Aboriginal Housing have been incorporated within these docu• rarely venture out to the surrounding coun• ments — similar to the procedure used in tryside, let alone the outback. To the average Australia for steel shop drawings. The Australian the outback is a mysterious and resulting reduction in drafting effort means unknown somewhere, sparsely populated that the average consulting engineer's by unconventional Caucasians and Aborigi• office in the US has a higher ratio of nes outnumbered by hordes of kangaroos engineers to draftsmen than is normal here, and rabbits. Quite by chance, as a result of being in the 5. Connecticut Avenue elevation during construction (Photo: Bill Thomas) often as high as five to one. In addition a considerable amount of drawings, par• right place at the right time, we were given ticularly details, is done on small the opportunity to participate in the develop• some 35 ft and caissons were necessary in we assumed overall responsibility for the calculation-size sheets by engineers. ment from scratch of a township in the red this area. A bearing capacity of 30 tons/ft2 structural sufficiency. Supervision of construction is handled dif• centre of Australia — the real outback. The was recommended for end bearing with no MMP also provide cost planning and evalua• ferently in the US. During this phase of the town was Yulara. allowance for skin friction, and caissons of tion services and were employed by the work the consulting engineer performs a ser• Yulara is the gateway to the Uluru National 36 in diameter with belled ends were sel• architect in this role. vice termed 'occasional observation', Park in the hear,t of Central Australia. The 2 ected to support major pod columns. Each individual State in the USA requires checks shop drawings, assesses reports Park covers some 1,325km and is situated Differential settlement of footings support• that structural documents be attested by a from inspection companies and remains 460km by road south west of Alice Springs. ing the major pod columns founded in differ• professional engineer registered in that available for consultation. Contained in the Park are a number of ing rock strata was allowed for in the design. State. It is possible in Washington DC to Detailed supervision of foundation works, unique geological formations including Groundwater was encountered at heights obtain dispensation for a specific project, concrete and reinforcement placement, find Ayers Rock and the Olgas. The ecological varying up to 5 ft above basement levels. A particularly one of a diplomatic nature but, structural steelwork is carried out by system comprises plants and animals uni• sub-drainage system was installed to in our case MMP provided this service. specialist companies who combine inspec• que to the desert environment. Yulara tourist resort: site plan reduce hydrostatic head on basement walls At the completion of design development for tion with laboratory testing and who work to The area has been inhabited by Aborigines and floors. Stage 1, Bill Thomas took himself and all a specification prepared by the consulting for many thousands of years. They have a modation and airstrip outside the Park White Industries Ltd. were appointed pro• documents to Washington for six months to engineer. deep and mystical attachment to the land In Stage 2 the building configuration boundary and restore the environmentally ject and construction managers and as we complete the design and supervise docu• and its features. developed somewhat differently to that All in all we feel the American consulting damaged areas. The new village thus formed had assisted them in their presentation to mentation in MMP's office. To make him feel originally anticipated and we found our• engineer, being more design-orientated, is Ayers Rock is the Park's most popular was to be named Yulara. the N.T. Government we became consulting at home and lighten his workload we in• selves excavating a reasonably deep base• more efficient. Given the prevailing fee- attraction, second only in national tourist Various attempts were made throughout the civil and structural engineers to the project. stalled in Washington similar desktop com• ment immediately adjacent to and below scales he has to be. The average fee payable appeal to the Sydney Opera House. Tourist late 1970s to develop Yulara on a piecemeal Arup Geotechnics were in turn appointed to puter facilities to our own in Sydney. These some of the Stage 1 caissons. Given the to a structural engineer would be of the demand to the area increases by more than or individual component basis and some provide soils investigation and material were repatriated to Australia at the end of highly fractured nature of the rock we were order of 0.5% - 0.75% of total cost with the 100% each five years with 150,000 visitors to infrastructure, mainly roadworks, had been evaluation services. concerned, but with prodigious amounts of his stay. the Park in 1985. total fee for architect and structural and ser• installed to a notional town plan. These The resort was to cater for a mixed tourist ground anchoring the problem was over• For Stage 2 the process was repeated with vices engineers in the range 5.5% -6%. In a In the past visitors were accommodated in attempts failed basically through lack of population of 5,000 per day and 500 perma• come. Ian Ainsworth stopping over in Washington highly competitive situation this fee percen• motels and a camping ground in close proxi• developer interest. However, following an nent residents. The project was estimated to Energy design for three months, whilst en route for a two tage can be forced down to the 4% - 5% mity to the Rock. These facilities were no invitation from the Northern Territory cost some A$120 M and was to be designed Although not within our terms of reference year stay in London office. level. longer able to cater for the growing demand Government, White Industries Ltd., a large and built in a 120-week period. as structural engineers, some mention Throughout the design and construction Epilogue and were generally unsatisfactory, given the developer/constructor, put forward a for• should be made of the building's energy sav• phases additional visits were made from Our brief foray into the North American standard of amenity demanded by the aver• mula based on a town plan prepared by the The site ing design. Australia at about six monthly intervals. market came about in exceptional and un• age present-day traveller. In addition de• architect Philip Cox for the construction of a The site is an area of about 2km x 2km The building has a utility bill less than 40% To date our relationship with MMP has been planned circumstances. After our initial velopment had not been properly controlled complete tourist resort which was accepted. located about 16km to the north west of of the norm for comparable Washington mutually beneficial and a fair share of credit surge of euphoria following the competition or co-ordinated, leading to a general A joint venture company known as Yulara Ayers Rock. buildings. These savings are achieved for the successful outcome of the project is success we had some apprehension as to deterioration of the natural environment Development Co. was set up by the NT. The climate of the region is arid with less through a combination of passive and active due to them for their efforts. how we would manage a project so far away around the Rock. Government and White Industries Ltd. and than 250mm of rainfall per annum and a total became the client. systems. Construction but we were helped by the architect, John It was decided in 1973 to relocate the accom- evaporation of about 2800mm per annum. The key to the passive system is the spine of After a lengthy selection process one of Andrews, who had practiced in North linked atria. Air entering at the base of the North America's largest contracting organi• America for some years previously, and was service towers is drawn over planted ter• zations, Gilbane Building Co., was ap• familiar with the ground rules. races and cooling ponds then spray-washed pointed to provide construction advice dur• After a couple of visits we had rediscovered and mixed with conditioned air before enter• ing design development and documenta• that engineering is a fairly universal ing the atrium by way of interior pools. tion. This company was eventually awarded language and the project has become one of At the building face the full height glazing is a contract as construction manager for our most successful in all respects. shielded by sunscreens mounted on a space Stage 1 for a fixed lump sum price of $54 M The building has been well-received by the frame of 1 in diameter stainless steel. with a construction period of 27 months. client and the architectural fraternity. It has The active mechanical systems emphasize The Stage 1 contract was completed on time won some awards and should serve as a use• the recovery and reuse of waste heat. and budget without any major problems and ful marketing tool in the present Arup con• Surplus energy is stored in ice and warm a grand opening attended by the Diplomatic quest of North America. water tanks. During hours of peak demand Corps and delegates from INTELSAT Credits the building's standby plant augments util• member countries took place in April 1985. Client: ity supplied power. Stage 2 commenced in the autumn of 1985 INTELSAT Joint venture arrangements but for reasons known only to the client, a Architects: IIIIIIII iiiiiiiiiiiniiiiii The conditions of appointment required that contract was negotiated with a much John Andrews International Visitors' Centre Residential flats and mall each discipline be represented in Washing• smaller contractor, W.P. Lipscomb for a Anderson, Notter, Finegold ton by local firms. After talking to various fixed lump sum price of $26 M over a 24 Services engineers: organizations we entered into an arrange• month period. This contract is progressing Don Thomas & Associates ment with MMP International who had satisfactorily. Benham Blair Inc. started life as an offshoot of RMJM — well The American system Structural engineers: i—r known in the UK. The work was shared. We We learned something from our brief en• Ove Arup & Partners Retail square provided all design functions throughout counter with the American system, parti• MMP International the project plus drawings to design develop• cularly in the area of documentation. Cosr planning: D R. Lawson & Associates ment phase and general liaison with other Although direct comparisons are difficult, it MMP International consultants. is clear that we tend to over-document our MMP advised during design on local condi• work and not take advantage of industry tions and mores, provided construction capabilities. In the US, bills of quantity are documentation, checked shopdrawings and rarely necessary with a consequent reduc• Photos: courtesy INTELSAT Sheraton Hotel 26 carried out site inspections. As designers tion in documentation. In most instances Vol 21 No 3 October 1986 Contents Published by The Australian practice Ove Arup Partnership THEARUP 13 Fitzroy Street. London W1P 6BO

Editor: Peter Hoggett Art Editor: Desmond Wyeth FSIAD JOURNAL Assistant Editor: David Brown Foreword, 2 by John Nutt

Yulara tourist resort, 3 t by Peter Thompson

The Sydney Cove 9 Bicentenary Project marine hydraulic studies, by John Nutt *e~ i. New Brisbane International Airport, 13 terminal access roads •••• and car parks, by Clive Humphries

Newlandscoal wash plant, 16 Queensland, i •ilfl by Ron Bergin MM I The R&l Bank tower, 20 by Dan Ryan 4 ! INTELSAT 24 ii' Headquarters Building, Washington DC, by Peter Thompson

Front cover: INTELSAT Headquarters, Washington D.C. (Photo: courtesy of INTELSAT) Back cover: R&l Tower. Perth, Western Australia (Photo: Whitfield King)

interest us. We have rejected the philosophy That can no longer be the case, nor does the Foreword of remaining static in size. We do not believe community expect it of him. Nevertheless, a Above: Side elevation. Below: Elevator and walkways in atrium it is possible in the long term, and we do not soundly based consulting practice requires wish to shrink because of the connotations a personal commitment on the part of in• John Nutt associated with a decreasing organization. dividuals to a client. A national practice in Australia has certain Practices are becoming more capital inten• The Australian practice again presents a characteristics. Each of the States has sive, and as they do, outside investors are Mi Mm sample of work since an issue of The Arup sovereign rights, many ceded to the Com• being invited to share in the ownership of - Journal on Australia was last compiled. monwealth Government at thetimeof Feder• firms. This worldwide trend in our industry ation. Those states are an important source »i una Those five years have been a busy and ex• will bring about a commercialism which il HiiisjJiiauta I of work, and if we wish to do that work, we citing time, and the substance of the pro• could readily overshadow the ideals of a firm 1111 jects reflects the character of this practice. must have a strong presence in each state such as ours where quality of work, breadth V — We are delighted to have built a major pro• capital led by men of stature resident there, of vision, social usefulness and a humane Bill! ject in Washington DC with an architect of highly respected by the communities they organization are important principles. The \ the calibre of John Andrews — an urban serve. The Australian practice is decentraliz• business world demands a return on capital building of quality in the capital of the ed as a result, knitted together through and efficiency in a competitive environment world's largest democracy. Contrast that bonds of common interest and friendship. A but those goals and ours are not mutually parallel is a university of strong depart• with the sensitivity of the Yulura project by exclusive. I Philip Cox. Set in the desert in the heart of ments where the reputation and skill is New departures vested in the staff and the faculties. Australia, an isolated location of harsh en• The Australian practice moves in responses That decentralization has good and bad in• vironmental extremes, the results are simple to these technological and community fluences. So it breeds an independence of V buildings and structures of great beauty. changes. We now advertise on occasions mind and a strength of character. But it also and actively promote our skills. We have Then there is the R&l Tower, a project put fragments our resources into comparatively appointed as Director of Business Develop• together by Alan Bond, winner of the small pockets. On balance however this ment one of our number, a senior man of America's Cup yachting event — an excit• diversity of background and the direct con• ! calibre whose role is to follow those projects ing high rise project in which the technical tinuing relationship between the individual, Above: Connecticut Avenue entrance. Below: Typical stair tower of long gestation time, or clients in fields assessment of wind-induced problems was his clients and the community has served us where our contacts are weakest. It is a demanding. The architects, Cameron Chis- well and given us great strength. departure from our past. The challenge for holm & Nicol have a fine reputation for such Future plans buildings. There is a thrill about contributing us will be to keep an appropriate balance. to good architecture which influences us all. We plan to undertake a new initiative every Being a staff-owned firm, we enjoy the two years — a procedure aimed at taking us privilege of setting our own targets. Finally, there are the civil engineering pro• where we wish to go rather than responding The shame of a selection such as we have —- ! jects of which we are masters. freely to market forces. In the last five year made in this issue is that many good pro• jects are omitted and that only some of the We have grown substantially in those five period, Arup Geotechnics has been placed people who have made significant contribu• A' years. In itself, size is unimportant. Never• in a sound technical and commercial posi• tions to the jobs and the well-being of our theless, engineering works of magnitude tion, the Canberra office has been started practice are acknowledged. Hopefully, frequently can only be undertaken by firms and is now operating successfully, and we another issue will be forthcoming when the of substance, diversity of resources and have opened in Auckland, New Zealand. We richness and diversity of our work can again financial strength, and we wish to practice have not yet completed the network of be recorded. Perhaps we can write on our at that level. However, our real reason for Australian state offices and plans are afoot work in developing countries, or on embas• growth is to extend people professionally, to to open in Adelaide. ammm • •a sies overseas or our bicentennial structures, attract staff of talent so that the future is Professions are changing, and the con• or on more of the disciplines which go to assured, to find suitable roles for people as sulting engineering business is changing make our practice. they age, and to have the appropriate re• too. At one time, the professional en• Maybe — if we have the strength! 5 sources to work on the type of projects that deavoured to undertakethe work personally. THE ARUP JOURNAL

OCTOBER 1986