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2 3 4A new northern access road located to the north of the existing Airport Drive on a currently undeveloped area was proposed by Brisbane Airport Corporation to link the new duplicated Gateway Motorway to the Brisbane international and domestic terminals. One of many design and construction challenges faced in this project was to build five drainage structures on deep soft ground at specified locations to enable excavation of a drainage channel underneath the pavement in future, to divert flood water across the alignment without affecting traffic or causing adverse impacts on the structure itself and adjacent embankments. Considering the presence of deep compressible clays, it was critical to employ appropriate ground improvement techniques to reduce in-service settlements along the embankment and in particular adjacent to rigid piled structures. In addition to the appropriate ground treatment, design of cost-effective retaining structures to confine earth behind the abutment piles, with a view to controlling ground displacements and improving long-term stability, also became a critical item to be resolved during the design phase. This paper discusses the design of the structure approaches, the retaining structures and the pile foundations associated with the construction of drainage structure A within the west area of the project.
In one-dimensional consolidation analysis, it is generally assumed that the load is applied instantaneously. In reality, the load is applied over certain duration which has an effect on computations. This paper presents some ramp loading tests using a standard oedometer to support some simple theoretical developments. It is shown that during ramp loading, the plot of settlement v. time, normalized with respect to the end of ramp loading values, is relatively independent of the clay type and loading duration. This normalized plot can be used to predict the settlement pattern during the construction period and the coefficient of consolidation, using a single measurement at any time during construction. Post-construction settlements are predicted separately by assuming a sinusoidal initial pore water pressure distribution at the end of the construction period that is applied instantaneously. Laboratory oedometer test data show very good agreement with the theory.
Notationc v coefficient of consolidation s consolidation settlement of the clay layer at time t s 0 consolidation settlement of the clay layer at the end of loading (at t 0 ) t time t 0 construction time or duration of loading u excess pore water pressure H thickness of the clay layer T time factor T 0 time factor corresponding to time t 0 U average degree of consolidation of the clay layer U 0 average degree of consolidation because of ramp loading at time t 0 U t{t 0 average degree of consolidation computed for time period t2t 0 after completion of loading
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