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The Queensland Geotechnical Database
The Queensland Geotechnical Database (QGD; qgd.org.au) was launched in October 2017 with the aim of consolidating primarily tax and toll-payer subsidised geotechnical investigation logs into an open platform. The QGD was influenced by public geotechnical databases in the United Kingdom and New Zealand, and the work of Robert Leggett in Canada as summarised in ‘Cities and Geology’ (1973). As of October 2023, the QGD includes over 3100 geotechnical investigation logs authored by over 10 public and private entities, dating back to 1966. It also includes national geological mapping and links to over 400 technical papers related to sites in Australia.
This paper summarises the formation of the QGD, which emerged from the Queensland Chapter of the Australian Geomechanics Society (AGS) and originated from a personal database converted to an open format with hosting support from The Open Data Institute Australia. The QGD was later transferred to The University of Queensland and continues there in support of their Sustainable Infrastructure Research Hub (UQ SIRH). The paper explores the evolution of its formation, the legal framework in Australia regarding investigation log ownership, and the licensing scheme adopted for the database. It outlines the technical features and intended practicality of the database, and its alignment with the objectives of the UQ SIRH. The paper concludes with an outline of opportunities for conversion to a nationalised Australian Geotechnical Database and its usage for educational purposes.
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Liquefaction potential assessment and pile foundation design for high efficiency gas turbines and compressors in Perth
This paper presents a case study of liquefaction potential assessment and pile foundation design for two high efficiency gas turbines and two gas compressors in Kwinana, Perth. Firstly the complexity of the local geology is described with a detailed discussion on the geotechnical risks of the potentially liquefiable loose sands or silty sands of 2 to 3m thickness at varying depths overlying the Tamala Limestone Formation which has potential cavities. The design criteria and the adopted geotechnical parameters for the developed geotechnical model are then discussed. A liquefaction potential assessment approach has been proposed after critical review of the currently published, with an emphasis on the importance of evaluating a suitable earthquake magnitude for a project site. Based on the results of liquefaction potential evaluation and the risk assessment of a number of options, pile foundations have been adopted for the gas turbine generators. A piling strategy has been developed for analysis, design, installation and testing for the proposed Franki piles founded on the Tamala Limestone Formation. The gas compressor raft foundations are to be founded on piles at a shallower depth above the liquefiable loose sandy layer to mitigate the potential risks of loosening/degradation effect of the cemented sands induced by the dynamic loads during the compressor operation. The assessed differential settlement induced by the potentially liquefiable sandy layer has been taken into account by the structural engineer for his detailed design and articulation of the reinforcement.
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Design Challenges Of Road Widening In Soft Grounds: Characterisation To Numerical Analysis
This paper presents challenges involved in robust geotechnical design for upgrading an existing motorway, which is founded on soft soil. A critical review is presented on current approaches adopted for soft soil characterisation using results of laboratory and field tests commonly applied in Australian practice. Particular attention is given to assessment of undrained shear strength, overconsolidation ratio (OCR), primary and secondary compression (creep) indices and coefficient of consolidation. Some of the limitations of finite element analysis using 2D PLAXIS software, as a commonly used tool, and its ‘soft-soil creep model’ are also highlighted. Analytical approaches are presented which were used in a case study to overcome these limitations and help with deformation analysis of soft soils undergoing creep, as well as the design of rigid inclusions taking into account 3D effects.
The case study project upgrade works involved widening of the motorway embankment and in turn extension of existing culverts, which were located in a river floodplain. Preload and wick drains were considered for soft soil improvement to meet residual and differential settlement criteria over the design life of the new pavement. Rigid inclusions were also designed for the new culvert extension to reduce potential differential settlement between the proposed extension and existing culverts.
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Ground Improvement And Validation For Stage 1 IMEX Earthworks
This paper presents a case study of the use of an alternative ground improvement technique to treat contaminated uncontrolled fill other than traditional “remove and replace” for major earthworks for the proposed container Import and Export (IMEX) Terminal at Moorebank, Sydney. First, a brief discussion of the options considered for the ground improvement including removal and replacement and the Impact Roller Compaction (IRC) method will be presented. The local geological setting and the historical form of the existing Stage 1 IMEX Terminal site will be described, with the geotechnical model and associated design engineering parameters being surmised. The key points in the development of a technical specification are presented to take account of the performance requirements, including on-site IRC trial and validation testing. The primary validation measures adopted comprise plate load testing, cone penetration profiling (CPT), insitu density testing, dilatometer (DMT) testing and proof rolling after IRC treatment. Surcharging was considered for the remediated contaminated land areas where the details of the remedial treatments were not available at the Stage 1 IMEX development stage to ensure there will be no issues resulting from long-term settlement. At the time of writing this paper the Stage 1 IMEX works have been completed and are operational. The monitoring results indicate the performance of the site is satisfactory.
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Can the Shrink-Swell Index be predicted in the Wagga Wagga Region based on Atterberg Limits?
Relationships between the shrink-swell index and other clay tests, such as Atterberg limits have been investigated by others however, there is not any available information for the Wagga Wagga region in NSW Australia. This study’s objective is to establish some relationships between the shrink-swell index and Atterberg limits of the soils in the Wagga Wagga region. A total of 27 samples at different locations and depths was tested for shrink-swell index, linear shrinkage, liquid limit, plastic limit, plasticity index and soil particle size distribution, using Australian Standard test methods. The results and data analysis indicated that shrink-swell index correlated with Atterberg limits. The shrink-swell index can be estimated based on a single Atterberg limit test or the combination of linear shrinkage + liquid limit and linear shrinkage + plasticity index. In conclusion, linear shrinkage and liquid limit are the reasonable prediction factors for the estimation of shrink-swell index for the soils in the Wagga Wagga region.
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Landslide geomorphology along the Exmouth Plateau continental margin, North West Shelf, Australia
3D exploration seismic data were interpreted to investigate the locations and characteristics of submarine slope failures along the continental slope in the offshore Carnarvon Basin on Australia’s North West Shelf. Seisnetics™, a patented genetic algorithm was used to process the 3D seismic data to extract virtually all peak and trough surfaces in an unbiased and automated manner. The extracted surfaces were combined in a 3D visual database to develop a seafloor digital terrain model that extends from the continental slope to the Exmouth Plateau. The 3D data were used to map the subsurface extent and geometry of landslide failure planes, as well as to estimate the thickness and volumes of slide deposits. This paper describes the geomorphic characteristics of six of the survey areas.
Geomorphic mapping shows the presence of slope failures ranging from small (<3 km across) to moderate (<10 km across) scale debris flows, rotational block failures, translational slides and topple failures, as well as large scale (>20 km across) mass transport complexes (MTC). The features are associated with debris flow chutes, turbidity flow channels, and debris fields. Analysis of failure planes show prominent grooves or striations related to the mobilization of slide material down both the continental slope and Exmouth Plateau and into the Kangaroo Syncline.
Submarine slope failures can occur at the continental shelf break in approximately 200 m to 300 m of water and run out to the Exmouth Plateau surface in approximately 1,100 m to 1,400 m water depths. The largest individual slides in the survey areas have widths of >30 km and minimum run-out lengths of 75 km, though associated turbidity flow deposits likely extend much further. The subsurface expression of the large MTCs illustrates a history of sediment accumulation along the mid-slope followed by repeated slope failure and debris run-out.
Sediment accumulation and slope failure processes are actively occurring along the continental slope and submarine landslides thus are a major driver of hazard to subsea infrastructure development. Smaller slides seem to occur more frequently than large slides and thus may pose a greater hazard to subsea infrastructure than large infrequent MTCs.
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Advancing Australia’s facilities for physical modelling in geotechnics
This paper presents details of the advancements of the Australian Research Council Centre of Excellence for Geotechnical Science and Engineering to the apparatus, facilities and methods for physical modelling in geotechnics. This advancement includes (i) the launch of a National Geotechnical Centrifuge Facility with a new 10 m diameter fixed beam centrifuge that will be capable of spinning 2.4 tonnes of soil at 100 gravities, (ii) a new mobile soft soil in situ testing laboratory, (iii) a new national facility for the cyclic testing of high-speed rail and (iv) three recirculating flumes, called O-tubes, which are presented in another paper of this special issue. This paper provides an overview of this new equipment and the aims of the research that it will underpin. The equipment will provide enhanced possibilities for Australia to conduct project specific testing for future energy and transportation infrastructure developments, nationally and internationally.
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Ground Control For A Deep Basement Excavation In Sydney’s GPO Fault Zone
The use of the underground space in major cities often involves complex systems with significant interaction between new excavations and existing structures such as buildings, services and tunnels. Such a complexity significantly increases when excavating in poor quality or unstable rock masses. Such ground conditions can be found in a fault zone or areas with high locked-in horizontal stress, both commonly observed in Sydney. This paper presents the geotechnical design challenges and construction outcomes of a deep excavation for a 38-storey mixed-use tower with 3 basement levels in the Sydney CBD. The challenges included excavating in the immediate vicinity of heritage listed buildings and rail tunnels built circa 1930. Two distinct excavation zones were inferred during the geotechnical site investigation, including both poor rock mass related to the GPO fault zone and good quality sandstone. An additional challenge was imposed by a 14 m deep excavation of a vehicle lift shaft with unsupported horizontal spans of 10 m, i.e. without internal support such as anchors or struts. Details of the design approaches and methods of analysis are discussed. These included a 3-Dimensional (3D) finite element (FE) analysis for prediction of ground movements and impact assessment. A structural frame model was used to simulate the effects of waler beams in 3D; hence it could be used as an input in the 2-Dimensional (2D) finite element model of the excavation. Finite Element Limit Analysis (upper and lower bound theory) was also adopted to estimate global factors of safety. A comparison between Class A predictions of ground movements developed during design and impact assessment stages and onsite measurements taken during and after excavation will be discussed. These include field data from two inclinometers, one horizontal extensometer installed in the vicinity of the rail tunnels and survey targets around the perimeter of the excavation. Photos taken during construction are presented to illustrate the challenges and successful outcome. These include some snapshots of the GPO fault zone, completed excavation with multiple ground support and ground control measures.
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Slope hazard assessment on a coast road in New South Wales, Australia
Lawrence Hargrave Drive was constructed in 1878 and has experienced a continuance of slope failures including rock falls, debris flows and embankment collapses. In 2003 a section of the road was closed for safety reasons. An Alliance between the state government and private industry was formed to develop an engineering solution to reduce the risk to ‘acceptable’ levels. Assessment of slope hazards was completed with the aid of geological mapping, interpretation of aerial photographs, archived government reports, historical photo and newspaper collections and a GIS based landslide inventory. Historical photographs provided important evidence on erosion rates and the size, nature and frequency of landslide events. A landslide process rate model was developed for the site bringing together knowledge and judgments about erosion rates for the differing materials and landforms on the escarpment. Process rate curves were developed for slope units and integrated into a quantitative risk assessment.