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Collapse of the Old Pacific Highway, Piles Creek, Somersby
On 8 June 2007 a section of the embankment collapsed along the Old Pacific Highway at Somersby, New South Wales, Australia. The collapse occurred during a heavy rain storm, at a location where three corrugated steel pipes conveyed Piles Creek through the base of the road embankment. Not long after the collapse, a car drove into the resulting void and all the occupants drowned in the flooded creek.
A detailed forensic investigation was undertaken of the Piles Creek site, and also a similar culvert located further along the highway at Leask Creek.
The inverts of the three pipes at Piles Creek had rusted away over their full length.The Leask Creek culverts were displaying some features which were known to have been present prior to the failure at Piles Creek, including loss of the pipe inverts and a depression in the road surface above the culverts. The Leask Creek embankment contained substantial erosion gullies, an active landslip and several voids. These conditions were inferred to be indicative of those likely to have been present at Piles Creek prior to its collapse.
The investigation revealed that the Piles Creek culverts were likely to have been perforated at least six years prior to the final catastrophic failure.
The causes of the failure were the loss of the pipe inverts, and subsequent ground loss into the pipes leading to increased erodibility of the loosened and voided fill, with the collapse triggered by the flood event.
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Field observations of retrogressive breach failures at two tidal inlets in Queensland, Australia
This paper describes observations of rapid beach erosion events which occur regularly adjacent to deep sandy tidal channels at Amity Point and Inskip Point on Australiaโs east coast. The characteristics of these events are consistent with others which have been extensively studied and described in the scientific literature and which occur at several river and coastal locations elsewhere in the world. This connection has not previously been made. The geomorphological mechanism of retrogressive breach failure (RBF) events reported in the literature matches the study site observations well. It is concluded that the described Australian events are caused by breaching of fine, subaqueous, dilatant sand. This understanding will help coastal planning including the design of coastal defences.
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The Application of 3D Finite Element Method in the Design of Large Piled Foundation System – Case Study: Melbourne Cement Facility
This paper provides an overview of the foundation design and analysis process carried out for the Melbourne Cement Facility silo located in Port Melbourne, Victoria, Australia. The proposed silo is a cylindrical multi-compartment cement storage facility supported on a 2.6m thick concrete ring beam with an external diameter of 38.5m. The ring beam is supported by a piled foundation system comprising 155 CFA piles in an annular pile layout. The site is underlain by Quaternary Sediments of Yarra Delta which are further underlain by Werribee Formation. This paper describes a detailed soil-structure interaction analysis performed using the finite element program PLAXIS 3D, which was used to assess the foundation performance with particular attention to global and differential settlement of the pile group. The study evaluated the complex load sharing between the piles and the ring beam, and the differences in load mobilisation between piles within the group. The results of this study highlight the capability of 3D FEM analysis for obtaining an optimised foundation design solution and understanding and addressing various technical challenges associated with silo foundation systems of this type.
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Shrink-swell index database for Melbourne
A series of laboratory tests have been performed, including shrink-swell, liquid limit, plastic limit, linear shrinkage and soil suction on soil samples collected from 47 different field sites across 37 suburbs of Melbourne. The sites cover a wide range of soils and different geological conditions and geographical settings. The results of the laboratory tests were used to establish a database of tested shrink-swell index (Iss) values. An interactive map showing the distribution and reactivity of Melbourne soils has been developed that can be used in routine practice by local engineers to assess and calibrate the shrinkage indices estimated on a visual-tactile basis. The study indicates that there is a significant variation in Iss results across any particular soil type and that a blanket estimated value based on that soil type may not be entirely appropriate. Highly reactive soils are mainly present in the western and northern suburbs of Melbourne, and many of these areas have a shrink-swell index higher than 6% strain /pF. Correlations of shrink-swell index, liquid limit, plastic limit, plasticity index and linear shrinkage have also been attempted and the results show that simple index tests are not a reliable substitute for Iss testing.
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Seasonal variations of soil suction profiles in the Perth Metropolitan Area
For the purpose of residential slab and footing design, the Thornthwaite Moisture Index (TMI) is used by AS2870 โ 2011 to estimate the depth to which the in situ moisture content changes on a seasonal basis in order to classify residential sites based on the soil foundations reactivity. It does so by assigning a TMI value to a given climatic zone, which can then be used to predict the depth of design suction change, Hs, within the soil profile and, hence, calculate the characteristic surface movement. However, the most effective method for determining the potential ground surface movement is to establish seasonal soil suction profiles at the site. Unfortunately, little research has been undertaken in Western Australia to assess these profiles. This paper attempts to address this by comparing soil suction profiles for both wet and dry periods at two locations within the Perth metropolitan area, from which the depth of design suction change was better established. This allowed for a direct comparison of the experimental values to the existing values given in AS2870 โ 2011. It was shown that the currently accepted value of 1.8 m given in the standard is possibly too low and that, given the drying climate, a higher value may be necessary. However, more research into soil suction profiles around Perth would help to generate more reliable data that could be used to better understand the seasonal moisture changes occurring in clayey soils of the Perth metropolitan area.
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Numerical Simulation of the Effect of Lapointe on Saturated Sandy Ground in Re-Liquefaction Events
Laponite is a nanomaterial that can transform the pore water into a viscous gel and continues to harden with time and can recover its strength after liquefaction. Initially, laponite suspension has very low viscosity, so it could be used in passive site remediation to improve the ground in highly populated areas. In this study, a constitutive model able to reproduce the behaviour of both granular and cohesive materials under different loading conditions is calibrated and validated using several laboratory experimental results. The calibrated parameters are then used to simulate the impact of a sequence of two earthquakes on a residential building with a shallow foundation on a loose saturated soil deposit containing sand that was treated with 1% laponite. This study attempts to provide insights on the level of improvement that laponite could provide as a liquefaction mitigation method in real applications and to show practitioners the potential of using this material for remediation purposes.