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An embankment constructed using vacuum consolidation
Vacuum consolidation ground treatment has been used to facilitate timely construction of a road embankment on a 25 m thick deposit of soft to firm estuarine clay. This was the first application of the vacuum consolidation technique in Australia. This paper presents the vacuum consolidation technique, provides a summary of its construction and presents data during construction, consolidation and after decommissioning. A comparison with an adjacent embankment section constructed using the conventional surcharge and wick drain approach highlights enhanced stability obtained using vacuum consolidation.
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Investigation, Design and Approval of Foundations for the Cathedral Rocks Wind Farm in South Australia
The Cathedral Rocks Wind Farm is located on the south west coast of the Eyre Peninsula in South Australia, about 30 km from Port Lincoln (Figure 1). At this location the coast consists of cliffs up to 120 m high with the cliff top plateau gently falling away on the landward (NE) side to open grazing and farming country towards Port Lincoln.
The Wind Farm consists of 33 Vestas V80 2 MW wind turbines which have a tower height of 60 m and a three blade rotor 80 m in diameter (Figure 2). The adopted footing for each turbine tower is a buried reinforced concrete pad 14.5 m square weighing approximately 640 t. The wind turbines are spread over a distance of about 9 km along the cliff top plateau. Associated infrastructure includes access and service roads, buried power and control cables, a control centre, a transformer and switchyard and a 132 kV transmission line connecting to the South Australian grid.
The wind farm has been developed as a joint venture between Roaring 40s Renewable Energy and the Spanish company EHN (the hydroelectric corporation of Navarra) which has now been taken over by the Spanish based public infrastructure and renewable energy company, Acciona. Foundation design was carried out by the Hydro Electric Corporation of Tasmania (Hydro Tasmania).
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Examples of landslides in the Adelaide metropolitan area
This paper provides a brief overview of landslides in the Adelaide metropolitan area. Most landslides in this area occur in the Adelaide Hills or along the coastline, and those form the subject of the paper. Landslides associated with creek or river valleys on the plains or occurring in cuts and fills are not addressed.
Brief case histories are presented illustrating different types of landslide. The main purposes of the paper are to describe the types of landslides that happen and to provide some guidance on what to look for when assessing the stability of slopes in the Adelaide area.
For the purposes of this paper, the Adelaide metropolitan area is assumed to coincide with the 1984 Adelaide Metropolitan Planning Region shown in Figure 1. The area extends from Sellicks Beach in the south to Gawler in the north – about 90 km. Gulf St Vincent forms the western boundary and the area stretches around 35 km at its widest to an irregular eastern boundary running through the Adelaide Hills. The highest point is Mount Lofty (710 m) which is about 15 km south west of the city centre.
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Tunnel repairs in the Poatina Hydro-electric Scheme, Tasmania
The Poatina hydro-electric scheme conveys water from Great Lake in central Tasmania through a headrace tunnel, a surface steel penstock and a vertical shaft to the underground Poatina power station. Water from the power station is discharged through a tailrace tunnel and canal into the Macquarie River. The scheme was constructed in the early 1960s and the power station was commissioned in 1964. A continuing problem with silt in the tailbay of the power station suggested that groundwater was leaking into the tunnel. Tunnel inspections indicated that this leakage was from a section at the downstream end of the headrace which had been concrete lined through heavily faulted ground. It seemed likely that the loss of silt from this faulted ground could lead to a collapse of rock within the fault and consequent failure of the concrete lining and major leakage into the surrounding countryside. This paper describes the investigations that have been carried out to determine the condition of the headrace tunnel and the repair work that has been carried out.
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Outline of the geology of the Perth region
Perth is located on a coastal plain consisting largely of unconsolidated sediments or dune limestone, with the eastern suburbs on weathered Precambrian crystalline rocks. The coastal plain is underlain by between 30 m and 70 m of Quaternary superficial sands, limestone and clay; and below this is some 10 km of sediments of the Perth Basin. Palaeocene sediments occupy a deep erosional channel below the city, cut into the Mesozoic sediments. The Darling Fault forms the eastern boundary of the basin with the Precambrian crystalline rocks of the Yilgarn Craton, which consist of granite, gneiss migmatite with minor schist, cut by dolerite dykes. The Precambrian rocks are deeply weathered with a lateritic profile. A variety of construction materials are readily available in the Perth Region and their sources are protected from sterilisation by planning controls.
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Technical Note: Subsoil Drains
This technical note has been prepared to assist in the understanding of subsoil drainage design and the related geotechnical issues. Subsoil drains are also sometimes referred to as ‘seepage drains’, ‘subsurface drains’, ‘trench drains’, ‘rubble drains’, ‘Ag drains’ or ‘agricultural drains’.
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Technical Note On The Interpretation Of Deep Fill Creep Settlement Monitoring Data
This technical note discusses the interpretation of settlement monitoring data for deep fill to assess long term creep settlement characteristics. Some general principles are discussed, and previously published settlement data is updated.
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Permeation Grouting In Sydney
In recent years permeation grouting has developed in Sydney and is now a common choice for building contractors as a simple, cheap and un-intrusive form of ground improvement. There are many sand deposits across Sydney from beach sands, aeolian sand, Pleistocene and Holocene sediments and fill material. These materials may be treated by permeation grouting to reduce their permeability or increase their strength using sodium silicate or microfine cements. The system has been used extensively for underpinning structures, sealing behind or beneath retaining walls, or even creating retaining structures, or for the containment of contaminated ground. This presentation draws upon the application of permeation grouting on many projects across Sydney to explain the technique with different materials and testing regimes for many different end uses. Other examples are presented of the application of permeation grouting and its development on other projects across Australia and elsewhere in the World. The aim of this paper is to show how permeation grouting can be used in Sydney sand formations for different applications instead of more complex and more expensive systems.
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Vibration Transfer Mobility Measurements Combining Falling Weight and Impact Hammer Excitation Methods
For construction in an urban environment, vibration transfer mobility measurements are useful when developing detailed prediction of ground-borne vibration and ground-borne noise for underground or surface rail transit systems. These measurements typically use a large impact hammer to generate impulses in the soil and an array of accelerometers or velocimeters to measure the vibration response to the impulses. The correlation between the force and the vibration results is used to characterize the transfer function of the ground in a localized area.
The effectiveness of this approach is limited by the amplitude of the force impulse when dealing with larger zones and SSI attenuation, especially for larger buildings, where a satisfactory signal-to-noise ratio cannot be achieved with traditional methods. In some of these cases, a seismic vibrator truck can be deployed on site, but site specific constraints do not always make this possible.
To address these shortcomings, a double stage measurement method has been developed by using a “weight drop” approach combined with the impact hammer.
The methodology that combines the processes of the two impulse-inducing methods and controls the uncertainty of the measurement chain is presented in this paper. The technique will be detailed and an application case on a shaft of the “Grand Paris Express” project will be presented with emphasis on the added value for the parties involved.
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Geotextiles In Specialist Marine Applications: An Australia Perspective Over 32 Years
Geotextiles were first applied into civil construction projects in the 1960s in the USA and Europe in drainage and separation applications for road construction. The technology rapidly developed from that point onwards with the First International Conference on Geotextiles held in Paris in 1977. Due to the need for greater knowledge and understanding of the material, the International Geosynthetics Society (IGS) founded in 1982 has subsequently organized a worldwide conference every four years and its numerous chapters have additional conferences.
The use of geotextiles has now grown to such an extent that virtually every civil construction project undertaken includes a geosynthetic of some description. The marine and coastal environment is an extremely harsh environment to use what is a relatively thin light weight material, where the geotextile will be subjected to abrasion from armour rock and marine sediment, large dynamic flow conditions from both tidal action and wave impact. As such, geotextiles used in coastal and marine must be able to withstand conditions which are far more aggressive than the original road construction applications.
This paper highlights four significant coastal/marine projects which have contributed to development and understanding of use of geotextiles in the coastal and marine environment in Australia over the past 32 years