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Weathering Profiles of Bunya Phyllite in Southwest Brisbane – a Geotechnical Approach
This paper presents the results of a study of the morphology of weathering profiles of Bunya Phyllite, located in Western Brisbane, Australia. Several cut slopes located in the suburbs of St. Lucia, Taringa and Indooroopilly were analysed in order to provide accurate knowledge of their morphological characteristics. From these, six outcrops were selected for a more detailed description of their physical, geological, structural and geotechnical parameters, focusing on weathered rock materials, including several characteristics of the rock matrix (fabric, mineralogy, degree of weathering, etc.) and rock mass (rock:soil ratio, discontinuity characteristics, JRC, JCS etc.). Samples from the upper portion of the profiles, into the transition zone between rock and soil, were collected in order to determine physical indices, preparation and description of thin sections and point load tests (the last two are not included in the present paper). The results show that phyllite weathering profiles are relatively thin and the contacts between different material layers are sharp. A strong structural conditioning of weathering can be noted in all outcrops. Soil-like material is present only in portions of the rock mass close to the ground surface or along structural discontinuities (foliation and fractures). A remarkable and specific characteristic of the studied weathering profiles is the presence of stress relief joints parallel to the foliation, which plays an important role in the differentiation of the rock mass layers and weathering.
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Slope risk analysis supporting post-disaster recovery: The 2016 Kaikoura Earthquake
On 14 November 2016 a M7.8 earthquake caused significant localised damage to transportation infrastructure around Kaikōura, NZ. The strong earthquake-induced ground motions in the near-source region resulted in substantial rockfall, translational landslides, and channelized debris flows. The closure of SH1, the Inland Kaikōura Road and the Main North Line railway effectively cut off all land routes into Kaikōura.
The North Canterbury Transport Infrastructure Recovery Alliance (NCTIR) was established to rebuild and reopen the coastal routes. To better understand current and future risk to road users, slope risk analyses were carried out following the NSW Roads and Maritime Services 2014 Slope Risk Analysis methodology (NSW RMS SRA 2014). Various risk scenarios were considered reflecting the temporal change in hazards, likelihood, and consequences through the post-disaster recovery process. The core approach of the NSW RMS SRA methodology was applied to consider multiple risk scenarios in order to support the post-disaster activities. A total of ~70 slope risk analyses were carried out over 10km of SH1. Due to the large spatial extent of the slopes and source zones, automation of geospatial analysis of LiDAR derived digital elevation models increased efficiencies in the analysis and documentation.
The application demonstrated that rapid post-disaster risk reduction practices like traffic control and temporary barriers were effective in temporarily reducing risk to acceptable levels. The NSW RMS SRA can be used throughout the post-disaster response and recovery process to understand risk to road users in re-opening the road and optimise the balance of proposed risk mitigation options between risk reduction, costs and impact to road users.
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Impact from the construction of a working platform and girder lifting operations on pile/column displacements
To facilitate the initial construction of the bridge pier piles on the bank of Nambucca River in NSW Australia, a working platform was constructed over 25 m thick soft alluvial deposits. Subsequent to the pile installation and the construction of columns and headstock, it was determined that the platform needed to be raised by 1.5 m in order to allow for adequate clearance between the boom and the headstock. The raising of the working platform generated sub-soil flow that caused the piles to displace horizontally of up to 50 mm towards the river. Further, the erection of each 160 tonne girder was carried out by a super-lift operation at the raised platform. This exerted enormous bearing pressure on the platform. Surveying indicated that during the first two girder lifts, the tops of the bridge columns had displaced a further 39 mm towards the river, then recovered by about 15 mm after the lifting operation. To mitigate potential further lateral displacement for the remaining two girder lifts, a 5 m wide berm was constructed on the riverside of the pier. Surveying indicated that the placement of this counterweight had effectively limited further movement of the columns to less than 10 mm. One of the concerns with the lateral displacement of the pier was that the bending moment induced in the piles may exceed the moment capacity. Numerical analysis was carried out to back-analyse the measured lateral displacement and to assess the likely future performance of the piles.
This paper focuses on the geotechnical design of the working platform and the predictions of the lateral displacements of the pier piles, with or without the counter weights at the riverside of the pier. The comparison of the predictions and measurements, as well as the permanent effects on the pier piles are also outlined.
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Precision Tunnelling Under Heritage Building In Sydney CBD
The design of a pedestrian tunnel has been completed as a part of the integrated station design of Metro Martin Place (MMP). This tunnel connects two deep station entrance shafts (up to 28m deep) and is located immediately below a hundred-year-old heritage building in Sydney CBD area. The heritage building is ornately finished and therefore extremely sensitive to ground movement. During detailed design, it was identified that Mass Concrete Backfill (MCB) supporting the building foundations was found to extend within the tunnel profile. Numerical modelling was carried out to assess the design of tunnel support for ground and building loads. It has also been used to estimate the surrounding ground deformation and foundation settlement of the building. The tunnel is mainly formed within Hawkesbury Sandstone impacted by the Martin Place Joint Swarm. The ground model including overall stratigraphy, in-situ stress condition, and rock/joint parameters was developed according to available borehole information, surrounding tunnel and excavation mapping, and past project experience. 3DEC software package was utilised to develop a local model and a global model simulating the interaction between rock and joints due to the tunnelling using determinate Discrete Fracture Network (DFN). The local model assessed sensitivity of MCB in terms of settlement due to different rock-MCB interface parameters. The global model captured overall ground deformation and considered the effects of staged construction for the entire project site. The numerical results formed the basis of final tunnel support design, the impact assessment of the heritage building and monitoring strategies to minimise the impact on the building above and provide safe design.
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AGS Victoria Symposium 2023
Novel Solutions in Geotechnical Engineering
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Lessons from a historical perspective: Part 1, other people’s thoughts
Part 1 contains old facts and thoughts, ranging from 250BC to about 50 years ago. Although unknown by some and forgotten by many, these contain matters of wisdom that warrant consideration by all who dabble in the field of geotechnology. These old things cover matters of engineering geology and then move on to the cornerstone of geotechnics; effective stress.
Part 2 contains design aids that are newish, but in reality are extensions of Skempton’s work of 40 years ago as presented in Part 1. They comprise charts for stabilization of landslides and open pit slopes by depressurization.
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Submarine Landslides On The South-Eastern Australian Margin
High-spatial resolution bathymetric data acquired during two recent RV Southern Surveyor voyages have identified several distinct large sediment slides varying in volume from <0.5 km3 to 20 km3 on the upper continental slope of the southeastern Australian margin. Gravity cores, up to 5 m long, have been obtained from areas within and outside the identified slide features, and are believed to intersect the slide planes in some cases at depths of between 85 cm and 220 cm below the present-day seabed. The paper will provide a brief review of the factors believed responsible for submarine landslides, and discuss the relevance of these factors to the southeastern Australian margin. The paper will use the data from the recent ship surveys (SS2008/12 off the southern Queensland / northern New South Wales coastline and SS2006/10 off the mid New South Wales coastline) to show the size and magnitude of submarine landslides that have been identified, present results from soil characterisation studies of the recovered cores, and present the results of mechanical tests. These data will be used to consider the stability of the continental shelf sediments and to consider the tsunami risk that they pose.
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Earth retaining structures in Perth, Western Australia
This paper provides a brief description of the ground strata and ground water conditions commonly encountered in excavations in and around the CBD and residential areas near Perth, WA. The particular implications of these conditions on the selection, design and performance of conventional and locally developed retaining wall systems are addressed to provide guidance in the identification of the most appropriate system for future excavation projects. A summary of the retaining wall systems used in Perth is presented, with comments relating to the advantages and limitations of each wall type. Details of a number of case histories are provided to highlight the appropriate use of most of the retaining wall types considered. Reference is made to a cautionary note relating to the inappropriate reliance, by some sectors of the construction industry, on the weak cementing of the near surface Tamala Sands that occurs widely over the Perth Coastal Plain.
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Reply to discussion on paper “Engineering design and earthworks aspects related to basaltic clays in Victoria”
The author would like to thank the discusser for his interest on the paper and the additional comments and data provided by the discusser. The discusser asked whether the author has any data on Victorian soils with regard to correlation between the weighted plasticity index (WPI) and the CBR swell. The discusser also pointed out that equilibrium moisture content of the soils will depend on the climatic condition of the area and asked whether the author has any data on the equilibrium moisture content (EMC) of Victorian basaltic clays and its relation to the Standard optimum moisture content. This reply provides further information on the above.
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The importance of geology and roof shape on the stability of shallow caverns
Geology and ground conditions are critical to the design of underground openings, but shape is also a key design parameter for assessing the long-term stability of shallow caverns and tunnels. The distinct element code UDEC has been used to assess the performance of both flat and arched-roofed shallow tunnel and cavern designs for a variety of geological settings. Three-dimensional modelling has shown that instability can develop at the intersection of flatroofed tunnels, with the greatest area of instability being associated with the flattest roof designs.