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Piled foundations on the North West Shelf
Woodside jointly owns and is operator of five piled platforms in the North West Shelf (NWS): North Rankin A (NRA, 1984), Goodwyn A (GWA, 1995), Angel (2008), Pluto LNG (2010) and North Rankin B (NRB, 2012). All these platforms have piled foundations in carbonate soils, although none of these foundations are the same. These variations result partly from the differences in soil conditions, but more importantly from the lessons learnt from the NRA and GWA pile installations. This paper will take the reader on a journey through recent time and describe the piled foundations for each platform together with the philosophy behind each design. It is a journey where Woodside showcases that it embraced the unexpected results during the installation of NRA (first experience of cyclic behaviour of carbonate soils) and GWA (deformation to steel driven piles) and developed robust (Angel and NRB) and innovative (grooving of drilled and grouted piles at Pluto) piled foundations for their platforms at the calcareous North West Shelf.
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A simple method of estimating far field movements associated with longwall mining
Traditional methods of predicting surface subsidence movements above areas of total extraction, in near horizontal coal seams, are based on work by the British National Coal Board. The methods predict vertical settlements of less than 20 mm beyond an ‘angle of draw’, which is typically about 25 to 30 degrees from the vertical, measured from the edges of an extraction area. The methods also predict insignificant lateral movements outside this draw angle. This traditional approach is satisfactory in geological environments where the natural horizontal stresses are less than, or about equal to overburden pressure. However, in areas such as the Southern Coalfields of the Sydney Basin, where horizontal stresses are much higher than overburden pressure, significant lateral movements at the ground surface occur well outside the traditional subsidence zone. These movements were first noted at the Cataract Dam some 30 years ago but, at that time, were dismissed by much of the profession as aberrations. Subsequently, more field data showed movements several kilometres away from groups of longwall panels and these became accepted as real and were termed ‘far field displacements’. Collation of many such measurements provided some empirical guidelines for the probable magnitudes of lateral movements, but with no idea of how they may be expected to vary in compass direction from a new longwall, or how they may be affected by successive longwalls.
This paper provides details of a simple method developed since 2009 in conjunction with mining at the Appin Colliery beneath the Hume Highway and within distances of important bridges that could be affected by far field movements. Comparison with field measurements, that followed predictions made using this method, have given confidence that the method is a useful design tool.
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Seismic Response And Dynamic Deformation Analysis Of Shur River Dam
Seismic load has induced extensive deformations or caused failure in many dams during past earthquakes. As such, it is considered to be the governing load for the design of dams in the regions of moderate to high seismicity by dam designers. This paper discusses the methods and results of the seismic deformation analyses of an 84 m high water retaining rockfill dam with an asphaltic concrete core, located in a region of high seismicity in Iran. The purpose of the dam is to store raw and processed water for use in a copper production complex. The maximum crest settlement of the dam under three earthquake loadings was evaluated using simplified procedures and numerical dynamic analysis. Plane strain dynamic deformation analysis of the dam has been performed using the commercial software FLAC and its built-in Mohr-Coulomb elastic-plastic model. The main objective of these analyses has been to identify the earthquake induced movements that could lead to uncontrolled release of water. The predicted deformations are compared with the results of simplified analyses and the observed displacements in other embankment dams during past earthquakes. The relative movement of the asphaltic core with respect to the rockfill material on either side of the core was also studied.
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Directional shear strength models in 2D and 3D limit equilibrium analyses to assess the stability of anisotropic rock slopes in the Pilbara Region of Western Australia
The bedded iron ore and gold deposits in the Pilbara Region of Western Australia are hosted in highly anisotropic rock masses. For iron ore, these comprise strong banded iron formations discretely interbedded with very weak shales. Gold and other precious metals deposits in the same region are hosted by interbedded siltstones, sandstone and quartzites. Slope instability mechanisms generally involve sliding along bedding planes combined with joints or faults acting as release planes.
Slope stability modelling techniques applied to highly anisotropic rock masses have developed significantly over the years from basic kinematic analysis in the 1990โ,s through to two-dimensional limit equilibrium analysis and numerical modelling in the 2000,s with the available software increasing in functionality and complexity over time. Limit equilibrium analysis software now offer a range of options to model the behaviour of anisotropic rock masses. The results obtained by these different models can vary significantly. It has been found that selecting either inappropriate anisotropic shear strength models for a given rock mass or using poorly calibrated models typically result in overly conservative slope designs. This paper presents case studies which illustrate the importance of geological interpretations, correct constitutive model selection, the use of non-linear shear strengths, and 2D and 3D modelling approaches.
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The Lambeth Group of SE England โ lessons for the soils of Perth
The Pleistocene to Holocene sediments of Perth, Australia (Guildford, Swan River and Perth Formations โ formerly collectively the Guildford Formation) demonstrate striking similarities to those of the Lambeth Group (Palaeocene/Eocene) of SE England, both in regard to the lithologies themselves and their variability.
In the UK, application of oil industry stratigraphic techniques, in addition to training in the stratigraphy, has improved interpretation standards and prediction of the lithologies within the Lambeth Group. This in turn has led to refinements in design and hazard management of the sediments. This paper discusses how these techniques have evolved in the UK over the past 20 years and whether similar techniques would be advantageous in these similar sediments in Australia.
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Jacked end-bearing piles in the soft alluvial sediments of Perth
Precast concrete piles jacked through soft alluvial sediments and onto bedrock or dense gravels have been employed as foundations for two recent large projects located on the Perth foreshore. A static test performed on a 36.7 m deep instrumented pile at one of these sites is described in detail in this paper and is used subsequently to assess characteristics of pile shaft friction in the soft sediments as well as those of end-bearing in the bedrock. The instrumented pile test results are also compared with established design correlations for other similar ground conditions.
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Embedded Retaining Walls โ Streamlining Design Guidance
The behaviour of an embedded retaining wall is dependent on the stiffness, and ultimately strength, of the soil and the structure. Geotechnical and structural engineering skills are required to design the wall efficiently. Current design codes do not present a consistent approach to the design of embedded walls to accommodate this soil-structure interaction and interpretation of design requirements can vary between designers. Areas of difference between the current codes, and the relationship between the codes and current practice, will be explored. Particular emphasis will be placed on the opportunity to accommodate Australian design issues within the current re-drafting of the CIRIA C580 report โEmbedded retaining walls โ guidance for economic designโ with a view to increasing the relevance of this document to our retaining wall designs.
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Approach For Assessing Time Of Preload And Surcharge Removal Of Embankments On Soft Soils
The process of preload release involves a review of the instrumentation and monitoring data. Back analysis is carried out to match field measurements with numerical predictions by adjusting relevant geotechnical model, parameters and construction sequence. Once a match is achieved, the calibrated geotechnical model is used for the prediction of long- term settlement. The removal of preload and surcharge fill is only allowed via the release of a Hold Point, when the predicted long term settlement satisfies the design criteria. This paper provides technical advice and guidance to undertake geotechnical review of preload performance as part of the Hold Point release process.
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Reinforced Soil Structures โ BS 8006-1 2010
Steve Corbet
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Geotechnical Site Exploration and GeoEngineering Education in 2013 and Beyond
Dr Paul Mayne, Distinguished Speaker