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Piezocone penetration testing of fallow and operational tailings storage facilities
Piezocone Penetration Tests (PCPTs) were conducted on both operational and fallow Tailings Storage Facilities (TSFs), five years apart in the Western Australian goldfields. Changes over the five year period were observed after comparison of the shear strength and pore pressure profiles. Notably, significant increases in strength were observed near the surface of the fallow TSF due to evaporative desiccation occurring. The PCPTs conducted on the operational TSF identified that the majority of tailings had gained strength and consolidated but that zones of weaker, unconsolidated material persisted. It was also observed within the operational TSF the pore pressure profiles correspond well with existing piezometer data and observed seepage stains.
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Predicting the load-displacement response of a mobile jack-up drilling rig on sand
Before a mobile jack-up drilling rig is approved to be deployed at an offshore location, a site specific assessment is required to be carried out to show the rig’s capacity to withstand the design storm conditions. The wind, waves and current acting on the structure in addition to its self-weight result in complex loading applied to the foundations, which must be properly understood if the behaviour of the structure is to be correctly predicted. This paper discusses the foundation loads and benchmarks predictive models currently available. Jack-up load paths (up to ultimate failure) were obtained from experiments on a scaled model rig carried out in the beam centrifuge facility at the University of Western Australia. Compared to the experimental measurements, it is shown that the current guidelines SNAME (2002) are excessively conservative in predicting failure of the jack-up. Numerical modelling with the currently available models, however, achieved a good prediction of the experimental response, both in terms of ultimate failure and stiffness under working loads. Instead of running computationally expensive finite element analyses with the soil being modelled using continuum elements, the footing-soil interaction in the numerical analyses presented here is encapsulated into a point element, which is attached to the bottom nodes of the structural model. Numerical predictions of the experimentally measured response is shown for different loading directions of the jack-up, illustrating the implications of the footing load paths for the overall response of a jack-up to failure. The results show the ability of existing models to predict the load-displacement behaviour of jack-up foundations and their importance in predicting the overall response of the system.
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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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Witton Bluff Stabilisation
The remediation works recently carried out to stabilize a section of the cliff face at Witton Bluff, South Australia are described. These remediation works were required because continuing terrestrial erosion has lead to large sections of the Witton Bluff cliff face becoming unstable. The remediation methods included the use of a geogrid reinforced earth retaining wall, used for the first time in South Australia in a coastal environment. The importance of community involvement, including working closely with the local Aboriginal people, is emphasised. Experiences gained from the project provided several lessons for future projects of a similar nature.
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Construction and quality management of a bentonite-cement slurry containment wall, Perth
The OMEX site once housed a waste oil recovery facility. Years of deposition of waste product into unlined surface ponds lead to significant migration of a range of heavy metal and hydrocarbon pollutants into the sub-surface formations. After extensive investigations it was decided to remove the worst of the polluted near surface material to secure land fill. A precursor to this operation was to install a low permeability barrier around the site to have a two-fold application:
- To limit ingress of ground water to the excavation as the removal and backfilling took place.
- To limit the ongoing migration of pollutants away from the site.
The barrier was created by the installation of a slurry trench cut-off installed to depths in excess of 25 m to penetrate into a low permeability stiff clay layer. This paper describes the techniques applied and presents some details of the quality control and compliance testing measures adopted
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Dams in the Darling Range
Geotechnical factors play a major role in the design and construction of dams in the Darling Range east of Perth. These factors are described in relation to case histories for a number of water supply dams that have been constructed over the last one hundred years.
The Darling Range is underlain by the Archaean Yilgarn Craton, which consists of granitic and gneissic rocks that have been intruded in places by dolerites. Conglomerates of suspected Tertiary age occur at North Dandalup and Harvey Dams. The variable weathering in the granitic terrain requires special foundation and permeability control measures. In addition, weathering and ground water movements related to faults, shear zones and contacts contribute to adverse geotechnical conditions commonly found in the Darling Range. The effects of jointing, in particular the pervasive sheet joints, and the presence of corestones in foundation and cut-off excavations, are also described. Problems associated with natural construction materials used for dams in the Darling Range are outlined.
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Deep Excavations In Soft Clay On Brisbane Airport Link Project
This paper presents a case history of a 22 m deep excavation in deep soft clay on the $5.6 billion Brisbane Airport Link Project, one of the biggest infrastructure projects in Australia. A 25m deep cut and cover tunnel was constructed using a bottom up sequence to connect twin driven TBM tunnels at Toombul. Diaphragm walls with two layers of slabs and two layers of horizontal steel struts were adopted to support the deep excavation and to control the ground movements and ground water drawdown in order to ensure a safe excavation and to protect the adjacent existing residential buildings, utilities and North Coast Railway. Two-dimensional (2-D) finite element analyses were conducted during detailed design to predict the retaining wall displacement, ground settlement behind the wall and pore water pressure variation during construction and in the long term. Inclinometers, settlement markers and piezometers were installed to monitor the behavior of the diaphragm walls and the retained ground, pore water pressures during construction. The monitoring data is compared with the design predictions and comments offered on the success of the deep excavation and accuracy of predictions.
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Design and verification of compression capacity of Continuous Flight Auger (CFA) Piles in Batesford Limestone for Surf Coast Highway Bridge
The Surf Coast Highway (SCH) bridge is a vital rail bridge constructed as part of the South Geelong to Waurn Ponds Duplication (SGWP) project in Victoria, aimed at eliminating the at-grade crossing. The bridge is 105m long and four spans, with the abutment and piers supported on CFA piles. This paper presents a comprehensive discussion on the geotechnical model and interpreted design parameters for the underlying Alluvial Terrace and Batesford Limestone formation. The author examines the conventional methods of assessing pile capacity in accordance with the Australian Piling Code AS2159-2009, FHWA, and VicRoads standard specification Section 607. The approach encompasses a detailed analysis of stability, serviceability, and estimation of structural actions for design, considering uncertainties in ground conditions, constraints with varying pile spacings, and potential reductions in design parameters. A comparative analysis is also presented, contrasting the measured load capacity with the predicted pile capacity, providing valuable insights into the efficacy of the design and construction methodology employed.
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AGS Young Geotechnical Professional’s Night
Various speakers