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Application of Statistical Techniques for Geotechnical Site Investigation and Design
Uncertainty is a universal and important aspect of geotechnical engineering and it is comprised of several different aspects. The most significant is likely that derived from spatial variability, where the properties vary from one location to another as a result of the processes that form the ground. Secondly, statistical uncertainty is a critical element of geotechnical engineering. Other important sources of uncertainty are those associated with the testing process itself, the transformation of the test results to design values, and uncertainties derived from human error. The paper discusses each of these uncertainties in some detail and provides examples and guidance on how to quantify and account for these in the geotechnical design process. The paper also presents two examples that demonstrate the power of statistical simulation in geotechnical engineering practice.
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Advanced quality assurance for piling works for the Wicet Project in Gladstone
The “Wiggins Island Coal Export Terminal” (WICET) in Gladstone is one of the largest Greenfield port development projects in Queensland to date. The project will significantly increase the export capacity of the Gladstone Port making it one of the world’s largest coal export facilities. Stage 1 of the port development project commenced in 2011 with completion expected in 2014.
The piled foundations for the overhead gantry stacker and several of the yard conveyors were planned and executed in a design and construction contract by Abigroup Golding Joint Venture and Piling Contractors. WICET agreed to replace the original scheme of driven pre-cast concrete piles with a more efficient, economic and innovative CFA piling solution. This paper will briefly highlight the advantages of the alternative piling method comprising close to 700 CFA piles, approximately 25 m deep, most of them 900 mm in diameter.
The design and approval process included an in depth analysis of the pile group behaviour using numerous pile design software packages including finite element modelling for non-linear analysis.
Verification of conformance with horizontal and vertical design deflection criteria of the piles and pile caps for both ULS and SLS conditions was achieved by testing 3% of all working piles dynamically. Furthermore one vertical and one lateral static load test were carried out to verify the soil parameters used for the design of the deep foundations.
This paper describes the different load test procedures and their execution with respect to compliance with AS2159-2009. The authors will also highlight the advanced quality control systems adopted for the construction process of CFA piles.
The aim of this paper is to increase industry confidence in the use of CFA piles following a detailed review of the data collected during the design, testing and construction of these piles.
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A Study Of Problem Complexity And Expertise In Making Judgement Decisions Fof Waste Cover And Tailings Dam Safety
Engineers, particularly geotechnical engineers, often rely on judgement to integrate various controlling factors during design. Engineers learn heuristics as they gain experience, however these have limitations and their application is dependent on problem complexity. This paper sought to investigate the role of problem complexity on judgement by carrying out a survey of geotechnical practitioners. Two questions about design safety were posed: one regarding a tailings dam and another on a waste cover. Respondents were randomly divided into two groups, and for each of the two questions, one group received slightly more information than the other. For the tailings dam question, for which several factors control safety, responses, regardless of experience, were unaffected by providing more information on one primary variable. In contrast, for the cover design question, where fewer factors control safety, experienced respondents were strongly influenced by providing more information about one primary variable. This illustrates how judgement decisions, regardless of experience, are difficult for problems with several controlling variables. Worryingly, some experienced respondents provided with quantitative strength data, made unconservative estimates of cover stability. This highlights that even for simple problems, judgement-based decisions should be carefully interrogated.
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Geotechnical stability analysis: New methods for an old problem
Geotechnical stability analysis is traditionally performed by a variety of approximate methods that are based on the theory of limit equilibrium. Although they are simple and appeal to engineering intuition, these techniques suffer from a number of serious disadvantages, not the least of which is the need to presuppose an appropriate failure mechanism in advance. This feature can lead to inaccurate predictions of the true failure load, especially for realistic problems involving layered materials, complex loading, or three-dimensional deformation.
A much more rigorous method for assessing the stability of geostructures became available with the advent of the limit (or bound) theorems of classical plasticity in the 1950s. These theorems can be used to give upper and lower bounds on the predicted collapse load (a most valuable property in practice), do not require assumptions to be made about the mode of failure and use only simple strength parameters that are familiar to geotechnical engineers. Although many ingenious bound results have been derived using analytical or numerical methods, practical application of the limit theorems has been restricted by the need to develop specific solution strategies for each problem. Over the last decade, the Newcastle Geotechnical Research Group has developed powerful new methods for performing stability analysis that combine the limit theorems with finite elements and optimisation. These methods are very general and can deal with layered soil profiles, anisotropic strength characteristics, complicated boundary conditions and complex loading in both two and three dimensions. Indeed, they have already been used to obtain new stability solutions for a wide range of practical problems including soil anchors, slopes, foundations under combined loading, excavations, tunnels, mine workings and sinkholes.
This paper gives an outline of the new techniques and considers a number of practical applications. Future research developments will also be highlighted.
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Technical Note: Determination Of Young’s Modulus And Poisson’s Ratio For Intact Stratified Rocks And Their Relationship With Uniaxial Compressive Strength
Determining linear elastic stiffness parameters is a crucial aspect of ground characterization that enables subsequent numerical analyses using finite element, discrete element, and other procedures. Before estimating global settings for a rock mass relative to a proposed excavation such as a rock slope, tunnel or cavern, it is essential to understand parameters of the intact rock first. The main objective of this paper is to investigate the new linear correlations between different elastic parameters and strength of the intact rock. Three essential parameters that need to be determined for intact rock are unconfined compressive strength (UCS), secant and tangent Young’s Modulus (Es and Et), and secant and tangent Poisson’s Ratio (s and t). It is of particular interest to recognize that obtained results show a high correlation between linear elastic parameters.
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The GP sampler: a new innovation in core sampling
This paper introduces a new type of sampler called the GP sampler. It was designed to sample gravelly soils, but has proven to be successful in sampling soils ranging from dense sand, to gravel, as well as sedimentary rocks. The sampler is constructed of a single core barrel and uses a viscous polymer gel as its drilling fluid. The polymer plays a key role in obtaining high-quality samples, helping to preserve the soil structure. The polymer gel was also employed in more traditional style samplers, in an effort to improve the quality of samples obtained from silt, silty sand, and sand. In the field, GP samplers have been successful where other conventional methods have experienced difficulties or failed altogether. Although the GP sampler is not a perfect sampler, it is beginning to make a qualitative difference in the sampling of granular soils for engineering analyses.
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New insight into the compressibility and structured nature of Coode Island Silt
As part of the Regional Rail Link (RRL) project in Melbourne, Australia, a number of geosynthetic reinforced (GR) embankments with ground improvement were constructed where the rail alignment passes over the Coode Island Silt (CIS), a well-known soft soil encountered around inner Melbourne. To better understand the behaviour and performance of the load transfer platform (LTP) at the base of these embankments, a field case study has been undertaken which has seen an extensive array of instrumentation installed within the North Dynon embankment. This paper presents and describes a significant amount of field and laboratory data gathered as part of the geotechnical site characterisation of the instrumented areas. Based on this data a description of the compressibility and permeability of the CIS is presented and insight into the structured nature of the CIS is described. In addition, it is shown that a far better characterisation of soft soil behaviour can be gained through the use of more sophisticated oedometer testing techniques.
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Geotechnical Challenges And Lessons Learnt From Bolivia Hill Upgrade Project
This paper presents a case study of geotechnical design and construction challenges of bridge foundations and approaches in a hilly granite formation in northern New South Wales, Australia. Firstly, the geological formation and existing cut slope conditions which have high risks of rock fall is described. The detailed design was based on the available geotechnical information and assumed construction methodology. Reinforced concrete cantilever retaining walls founded on mass concrete were adopted for the bridge southern approach to resolve constructability issues over hilly terrain. Slope treatments using a rock fall fence together with individual boulder stabilisation or removal were also considered. It was found during construction that the actual ground conditions were different to that originally inferred and modifications to pad footing designs were deemed necessary. Additional investigations were undertaken, and the subsurface ground models updated to inform the revised design. For the northern bridge abutment foundation, a piled foundation was introduced to optimise the design with due consideration of temporary piling platform and access along a new geotextile reinforced approach embankment. The revised design was developed in close collaboration with the Contractor and the Principal. The foundation design of Pier 2 was revised using micro-piles to address the presence of a weak rock layer intrusion. In the end, key lessons learnt from this challenging project have been summarised for future project references.
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Climate change, sustainable development and geotechnical engineering: A New Zealand framework for improvement
Climatic warming caused by the emissions of anthropogenic greenhouse gases is occurring across the globe. These changes will increase the exposure of the built environment to hazards such as sea level rise and coastal inundation and exacerbate existing hazards such as expansive soils and landslides. In New Zealand, the built environment and its construction is responsible for about 20% of the emissions that are the primary cause of climate change. The way our built environment is designed must change to adapt to these future increases in hazard and must also mitigate emissions where possible to limit future increases in hazard to manageable levels. This paper describes climate change effects where they have overlaps with geotechnical design and hazard assessment (with particular reference to Auckland as an example), discusses the impact that these changes are expected to have on geotechnical practice in the coming years and decades, and presents a framework for managing these in the design processes.
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Natural hazards, risk, and the resilience of transportation infrastructure: an example of risk-based geotechnical asset management
The Colorado Department of Transportation (CDOT) has recently implemented a Risk-Based Transportation Asset Management Plan (RB TAMP) that incorporates geotechnical assets and hazards. CDOT’s RB TAMP includes an ancillary wall structures program that includes all earth retaining structures, and a geohazards management program which is used to manage multiple hazards related to slopes, embankments, and roadway subgrade. The RB TAMP states multiple performance goals to be achieved, including safety, infrastructure condition, reliability, congestion, and maintenance, and the state will measure and report progress in these areas. Natural hazards, physical failures, external agency impacts and operational risks are risk types that present threats to CDOT’s achievement of their goals. The way these risks act on assets to impact performance goals can be visualized in a cubic form, and this allows for recognition of how many elements of risk there are, for making explicit decisions on which risks to address and how, and for communicating these decisions to others. Risk analysis at CDOT includes both qualitative and quantitative approaches in accordance with data availability. The quantitative estimate of risk is expressed in terms of exposure cost for all assets, risk types and performance goals and then used by CDOT subject matter experts for project selection and planning. The estimated risk exposures are also categorized into Level of Risk grades that are used to concisely communicate risk levels to executive management and to compare the long-term performance risks between asset types under different funding scenarios in the RB TAMP.