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Fibre Reinforcement Of CSM Walls To Enhance Strength, Crack Resistance And Seepage Cut-off
Cutter soil mix (CSM) walls are created by mixing soils while in situ with cement and bentonite slurry to produce a soil mix with modest tensile and compressive strengths. CSM walls may be stabilised using internal steel beams and ground anchors. Presented here are results of a CSM wall field trial in which polypropylene fibres were added to a soil mix. One objective of the trial was to explore whether or not fibres have the potential to increase wall resistance to bending and reduce the quantity of steel needed to provide stability. Another objective was to explore whether or not the fibres provide a reduced tendency for crack formation and thus the potential for enhanced seepage cut-off. The trial involved mixing fibres into a 4 m deep single CSM wall panel using a conventional mixing procedure employed by Wagstaff Piling. 24 hours after placement a 20 tonne excavator was used to remove the wall panel. Samples were collected and tested 28 days and 2 years later to assess unconfined compressive strengths, indirect tensile strengths and flexural tensile strengths. The fibre orientation distribution in the soil fibre mix was also assessed. The testing confirmed that the mixing technique resulted in a uniform orientation distribution of fibres and significantly improved strength characteristics. The testing also showed that the fibres made the CSM wall mix very ductile and prevented brittle failure. Adding fibres to the CSM material enabled larger bending deformations to be tolerated before major cracking and failure occurred. Also presented is a hypothetical design of a fibre reinforced CSM wall to show that steel quantity can be reduced while maintaining stability and crack prevention, leading to significant cost reductions.
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Rock fall case study: Hawkesbury Sandstone
This paper documents a rock fall in the Hawkesbury Sandstone. Two distinct phases, preceding the ultimate rock fall event have been identified and documented; a creep-loading phase and a rock fracture phase. Water is identified as playing a significant role in the creep-loading phase. Over the long term, peak water pressures from intermittent heavy rainfall events have contributed to the slow, creeping movement of the overlying, joint-bounded block resulting in the progressive loading of the underlying rock mass. The rock fracture phase was extremely rapid and overlaps with the rock fall event. The kinematics of the rock fall has been interpreted from broken surfaces, scratches and positions of debris. From the timing of events, it is likely that wetting/saturation of the intact sandstone from sustained rainfall in the weeks preceding the rock fall would have significantly reduced the intact rock strength. Based on the site investigation and reconstruction of the failure mechanism, the rock fall is classified, in the Crunden and Varnes (1996) scheme, as a complex extremely rapid rock fall and rapid dry debris slide.
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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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Some examples of variability within Hawkesbury Sandstone
Hawkesbury Sandstone is usually regarded as a uniform, predictable and ‘benign’ formation that makes the life of the geotechnical engineer easy. This paper will present a number of case histories discussing features within Hawkesbury Sandstone, such as shale beds, brecciated shale, and shear zones. The impact that these features have had on engineering design and site performance has been discussed for each of the case histories.
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Tunnels on the Swan Coastal Plain, Perth
Much of the city of Perth and surrounding suburbs is situated on an alluvial/aeolian plain and as such is underlain by variable unconsolidated formations. These ground conditions do not give rise to frequent application of tunneling, particularly when ground water is close to the surface. Notwithstanding there have been some tunneling projects completed over the years since white settlement. Most frequent applications have been for services installations, however there are instances of tunnel construction for man and vehicle access. This paper looks at the history of tunneling in Perth and examines the methods applied. It also takes a look forward to the challenges of the future as Perth moves towards underground rail systems.
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Deep Basements In Melbourne Siltstone
With the growth in renewal of city developments, basements in the Melbourne CBD environs are getting deeper in response to limitations imposed on building heights, surface infrastructure and space constraints, and planning scheme controls. Increasingly, many sites are being re-developed in close proximity to heritage listed or movement sensitive assets, hence the performance of ground retention systems in controlling displacements is of paramount importance. Because of the cost premium of below ground works, construction of deep basements is a significant consideration in any project costing and economic imperatives are driving alternative design solutions, but what are the risks?