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Ground vibrations from dynamic replacement column installation
Dynamic Replacement is a ground treatment technique that involves forcing rock into a soft soil substrate using a free falling mass to improve ground conditions. The large amounts of energy involved in Dynamic Replacement result in significant ground vibrations which can result in damage to nearby infrastructure if not managed properly. Presented are monitored ground vibration records for Dynamic Replacement columns at a site in Brisbane, Queensland, and assessment of the records to provide a basis for making initial predictions on potential vibration magnitudes. Discussion on the management protocols adopted as part of the works to mitigate the risk of damage to buried electricity infrastructure is also provided.
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Theoretical prediction of P-Y curves for laterally loaded piles in clay
Theoretical prediction of complete p-y curves applicable to the design of laterally loaded piles in clay is presented. In common pile terminology, the p-y curve represents the pressure-displacement relationship applicable to a pile segment during lateral displacement. The p-y curve was characterised by initial stiffness (Ki), displacement to the limit of linear elastic behaviour (ye), displacement required to reach ultimate pressure (yu) and the ultimate pressure (pu). On the basis of a numerical parametric study using FLAC program, relationships between governing non-dimensional quantities involving the above parameters were developed in graphical and closed forms. These relationships identified the importance of accounting for the likelihood of pile-soil tension failure during pile displacement. Non-dimensional design charts were produced catering for the cases of both tension failure and no tension failure. These charts with the parametric relations developed can be used to establish theoretically the p-y curves applicable to pile sections that are free from the influence of the ground surface.
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Finite And Boundary Element (FAB) Method: Theory & Application
Several methods for analysis of the effect of tunnelling-induced ground movements on pile foundations are available in the literature. The methods range from empirical, two-dimensional (plane strain), semi-analytical to purely three-dimensional analysis. A recent addition in the literature is the combined 3-D FE and Boundary Element (FAB) numerical method proposed by Surjadinata et al. (2004). This paper briefly describes this method and illustrates the degree of accuracy of the FAB method. Furthermore, the recent experience of using the FAB method for a tunnelling project in Melbourne is discussed. This discussion demonstrates the efficient and practical use of the FAB method for examining the impact of tunnelling on pile foundations.
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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 Australia’s 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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A Case Study – Geotechnical and Geophysical Investigations of an Old Stone Heritage Bridge at Parramatta, Greater Western Sydney NSW, Australia
This paper presents the methods used and results obtained from a combined geotechnical and geophysical investigation of Lennox Bridge located in Church Street Parramatta, NSW. Lennox Bridge is a Heritage-listed, 19th century, stone arch bridge spanning Parramatta River, constructed in 1839 and widened in 1934-35 under the direction of the Department of Main Roads, which included removal of a western footway and erecting a new reinforced concrete structure. Assessing the foundations and properties of a composite bridge constructed in different centuries presents significant challenges. A Borehole Ground Penetrating Radar (BGPR) technique was employed to assess the depth of the abutment foundations of the older sandstone bridge. A downhole magnetometer was used to determine the founding depth of the later concrete bridge by detecting the presence of rebar inside the concrete structure. Next to the sandstone bridge abutments, a set of boreholes were drilled at a distance of 1m and 4m from the edge of the abutment wall. The purpose of the furthest borehole was to provide a benchmark BGPR profile (without abutment) with which to compare the output from the sounding nearest the wall. The BGPR profiles of the two boreholes are compared to differentiate the presence of stone blocks used for the construction of the abutment and foundations embedded in an alluvial soil profile, down to bedrock. Boreholes were also drilled from the top of the bridge through the abutment to further confirm founding depths below the centre of the abutments.
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Eureka Tower, A Bored Pier Foundation Story
Max Ervin, Golder Associates, Melbourne
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Flow category landslide susceptibility modelling of the Sydney Basin
The University of Wollongong Landslide Research Team has completed a GIS-based Landslide Susceptibility model for the entire Sydney Basin region. According to the Australian Bureau of Statistics and the 2011 Census data, the population within the Sydney Basin Study area is approximately one quarter of the population of Australia. This model has been developed with the aid of a large scale Landslide Inventory for NSW, which contains 1823 landslides to date. A composite geology dataset has also been developed using commercially available geology datasets including those from NSW Department of Primary Industries and elsewhere. The model employs a 10m pixel Digital Elevation Model (DEM) across the entire study area derived from either Local Government sourced Airborne Laser Scan data or the 30 m pixel year 2000 Shuttle Radar Topography Mission (SRTM) data. Using techniques developed over the last decade and refined ArcGIS tools developed over the last three years, Data Mining methods and ESRI ArcGIS capabilities have enabled the modelling to produce a very useful zoning outcome over the entire Sydney Basin area. The major advantage of this new tool is that it applies the See5 logic derived from rule sets over a large datasets, and produces a visually interpretable outcome. The authors expect the susceptibility zoning to be suitable for use at Regional to Local Advisory level Local Government Planning Development Control Plans.
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A parametric study on reliability of spatially random cohesive slopes
A parametric study on the reliability of a cohesive slope is carried out to investigate the influence of spatial variability of undrained shear strength (cu). The random finite element method (RFEM), which uses random field theory and elasto-plastic finite element analysis, is adopted in this study. This study concentrates on the effect of soil variability, which is commonly measured by the coefficient of variation (COV) and scale of fluctuation (θ), on the reliability of slopes with different geometries. Various slopes having combinations of slope angles (β) and depth factors (D) are considered. The numerical analyses are carried out using Monte Carlo simulations to enable the probabilities of failure (Pf) to be estimated. The deterministic factors of safety (FOS), based on the mean values of cu, are also computed using the finite element method. The results of comparisons between the Pf and the FOS values show that θ has a significant effect on Pf for marginally stable slopes (1 ≤ FOS ≤ 1.5), even those slopes having low to intermediate values of COV (e.g. 0.1 – 0.3). Slopes having higher values of COV (e.g. 0.5 – 1), which have high FOS values (e.g. 1.5 – 5), are also vulnerable to failures depending on the values of θ.