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Soil liquefaction resistance of foundations for proposed Breakwater Road Bridge at Geelong, Victoria
This paper presents a case history of a preliminary liquefaction assessment for bridge pile foundations for the Breakwater Road Realignment Bridge in Geelong, Victoria. The bridge site is situated on an alluvial plain of the Barwon River delta and is underlain by a layer of very loose sand sediments. Concerns were raised regarding the potential liquefaction of the very loose sand sediments and the potential impact that soil liquefaction may have on the proposed pile foundations of the bridge. A soil liquefaction assessment was carried out using the procedures initially developed in the 1970s and 1980s (Seed and Idress 1971 and 1982) and lately revised by Youd and Idress et al. in 2001. While the majority of the piled foundations at the site were assessed not to be at risk of liquefaction, two pier locations where very loose sand was encountered were assessed to be potentially liquefiable under the design earthquake loading. At these locations, the pile groups were designed under earthquake loading to allow for the potential liquefaction of the loose layers.
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Rock-falls into water and potential wave damage
This paper presents the findings of experimental work undertaken to investigate the potential wave damage caused by rock-falls into partially water-filled open pit mines. A particular mine geometry has been used to model the situation in a wave flume, with a modelled rock-fall of 10,000 tonnes. The main findings of interest to the mining industry are: a) transfer of energy efficiency from a rock-fall to the water ranges between 5% and 80% depending on slide impact velocity; b) maximum wave run-up distance up slope is about 40 metres; c) available evacuation times for personnel located at a pumping station within the maximum wave run-up distance is about 37 seconds, which is insufficient.
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Retaining Structures Performance Against Seismic Loads For Australian Type Ground Motions
The conventional design of retaining structures against seismic loads is based on the Mononobe Okabe type design rules that are specified in many international seismic codes. Attempts had been made by researchers to apply these rules to a range of retaining walls. However, the problem with these conventional methods is that they are grounded in highly seismic area type ground motions which have considerably different frequency content to Australian type ground motions.
This paper presents the results of dynamic time history analyses of gravity retaining walls subjected to Australian type earthquake ground motion. These are based on FLAC non-linear dynamic modelling of a range of retaining walls (e.g. bridge abutments, etc). Comparisons are made with results of conventional Mononobe Okabe type design rules for retaining walls with varying lateral and bending stiffnesses.