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Geotechnical Aspects Of Dredging And Reclamation Works For The Port Botany Expansion Project
This paper contains a discussion of the geotechnical aspects of the dredging and reclamation design and construction for the Port Botany Expansion (PBE) project in Sydney, Australia. The project involved dredging approximately 11Mm3 of Botany Bay Sands to form the 63 Hectare (Ha) reclamation. Dredging and reclamation works for the project commenced in 2008 and were completed in 2010. The bulk dredging works were carried out using cutter section dredges and various reclamation techniques were used including land discharge (pipelines), spreader pontoon and aerial discharge (rainbow).
This paper examines the dredging work completed at PBE from a geotechnical viewpoint and describes issues faced during design and construction, including methods for identifying suitable source dredging material, practical dredging tolerances, design of disposal areas for unsuitable materials and stability of underwater cuts and fill slopes.
The paper also discusses the specification for ground improvement works completed for the reclamation, including the earthworks testing requirements and fill verification processes adopted. The potential for fines being included in the reclamation was a major risk to future performance of the reclamation and so the methods used to assess and mitigate this potential risk are discussed. The results obtained from different compaction techniques including dynamic compaction, vibrocompaction and impact roller compaction are also presented in the paper.
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Evaluating effective stress parameters and undrained shear strengths of soft-firm clays from CPTu and DMT
Results from piezocone penetration (CPTu) and flat dilatometer tests (DMT) can be used to evaluate the stratigraphy, soil types, and a suite of engineering parameters that are needed for geotechnical analysis and design, especially for finite element methods (FEM). Of particular interest herein is the utilization of in situ test data for assessing the effective stress strength envelope (c’ and f’) in soft to firm clays, as well as undrained shear strengths (su), since many FEM codes have built-in constitutive soil models that are based on critical-state soil mechanics and require effective stress parameters as input. An existing undrained limit plasticity solution for evaluating f’ in clays from CPTu is reviewed and then extended to the DMT via a link established through spherical cavity expansion theory. Laboratory and field results on soft Bothkennar clay at the British national test site and additional CPTu data in clays are used to illustrate the methodologies.
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Behaviour of Clean AI Sand Under Triaxial Monotonic Loading
Adelaide Industrial (AI) sand has been widely used for land development and as a construction material in Adelaide, Australia. However, the mechanical properties of AI sand are not yet well understood. In this paper, the overall behaviour of AI sand is discussed initially, and then its characteristic features under drained and undrained triaxial shearing are evaluated for a wide range of initial void ratio, e0 (1.09 to 0.73) and mean effective confining stress, p’0 (50 to 400 kPa). It was observed that the undrained and drained behaviour of AI sand was significantly influenced by the initial state, i.e., e0 and p’0. Under undrained shearing, AI sand displayed normal soil behaviour, i.e., a higher contractive tendency with increasing p’0 for the same e0.The triggering of static liquefaction was identified by instability stress ratio, ηIS = q/p’ and it was observed that ηIS was influenced by both e0 and p’0. In drained shearing, the samples with low e0 showed higher stiffness as compared to samples with high e0 for a range of p’0 between 100 kPa and 400 kPa.
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Tasmanian Rock Stress
The first rock stress measurements undertaken in Tasmania formed part of an exhaustive and innovative study to create Tasmania’s first underground hydro-electric power station at Poatina in the central north of the State in 1960 (Endersbee and Hofto, 1963). Those were two-dimensional measurements undertaken using flatjacks. The first three-dimensional stress measurements in Tasmania were undertaken at the Dolphin Mine on King Island using CSIRO hollow inclusion (HI) Cells in 1975 (Worotnicki and Walton, 1976). Since then, the majority of stress measurements in Tasmania have been undertaken using HI Cells at mines and civil construction projects on the West Coast. However, innovation has remained a theme, and many techniques have been trialled for various reasons over the years, and these trials continue today.
The purpose of writing this paper is to collate the results of Tasmanian rock stress measurements and present them in a usable form for the majority of readers. A key requirement of the presentation was to be able to compile the results into a single data set. This was achieved by reprocessing all data to a common reference. Results are reported relative to true north. Where possible, results were reprocessed from the original measurement data. To the best of the authors’ knowledge, this paper documents all Tasmanian two- and three-dimensional virgin rock stress measurements, extant at the time of writing.
Not discussed in this paper, the World Stress Map includes a dozen or so stress observations derived from petroleum wells in the Bass Basin east of King Island. These represent the only records from within the Tasmanian jurisdiction included in the World Stress Map released by Heidbach el al. (2016).
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Geosynthetic Reinforced Column Supported Embankments – Designing for serviceability
If designed correctly, geosynthetic-reinforced column supported embankments (GRCSEs) can be used to provide a form of semi-rigid ground improvement. The technique is being increasingly used in the transport infrastructure sector for road and rail applications due mainly to its perceived ability to meet strict serviceability performance criteria in a relatively short construction timeframe. However, in many cases, the steps required to meet post-construction serviceability criteria are overlooked, not fully achieved or misunderstood. This paper uses several concepts relating to the serviceability behaviour of GRCSEs to highlight the limitations of existing design methods in addressing aspects of serviceability behaviour and discusses the implications these pose for design. Guidance on assessing serviceability behaviour is provided to enable designers to address total and differential settlement as part of a more complete assessment of GRCSE performance.
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2022 AGS Victorian Symposium
Digital Geotechnics
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Soil Behavior Type Classification System Based On Cone Penetration Test
A soil classification system is used to group soils according to shared qualities or characteristics based on simple cost effective tests. The most common soil classification systems used in geotechnical engineering are based on physical (textural) characteristics such as grain size and plasticity. Ideally, geotechnical engineers would also like to classify soils based on behavior characteristics that have a strong link to fundamental insitu behavior. Existing textural-based classification systems have a weak link to in-situ behavior since they are measured on disturbed and remolded samples. The cone penetration test (CPT) has been gaining in popularity for site investigations due to the cost effective, rapid, continuous and reliable measurements. The most common CPT-based classification systems are based on behavior characteristics and are often referred to as a Soil Behavior Type (SBT) classification. This paper presents an update of popular CPT-based SBT classification systems to use behavior-based descriptions. The update includes a method to identify the existence of microstructure in soils and examples are used to illustrate the advantages and limitations of such a system.
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General And Technical Considerations For Implementing High Speed Rail Systems In Australia
Australia has a number of medium speed rail services such as the Prospector, which runs from East Perth to Kalgoorlie, at speeds of up to 160 km/hr. Speeds as high as 210 km/hr have been reached by the tilt train from Brisbane to Rockhampton. Although there are a few medium speed rail systems in Australia, there is not a passenger rail transport with the high transit speeds seen in other countries. This paper presents the feasibility of implementing high speed rail systems in Australia by looking at the main elements that a high speed train is composed of. This paper also reviews the performance of high speed rail systems around the world and the factors contributed to their success made them successful. The main objective of this study is to look at how the solutions from overseas and how the technical requirements particularly the geotechnical aspects of tracks for a high speed rail system can be applied in Australian existing and new tracks. Australia has its own unique demographic, geographic and economic characteristics and the aim is to identify where there are overlaps between Australia’s characteristics and countries with high speed rail systems. High speed rail transport might not necessarily be one the best solutions for the transportation at present in Australia, but it can be what a nation needs to succeed in its future transportation system.
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Design Bond Stress Parameters For Rock Anchors In Brisbane
Little published information is available on bond stress parameters at the grout-ground interface for the design of ground anchors within Brisbane rocks. In the absence of data, a designer will typically fall back to ‘universal’ correlations with measurable parameters such as Uniaxial Compressive Strength (UCS) or descriptions of rock type to nominate design bond stress values. In doing so, there is often little understanding of the limitations of such correlations or how applicable those correlations are for the rocks encountered within the local region. A study of Proof Test data from testing of sacrificial ground anchors constructed within materials from the Brisbane Tuff and Neranleigh Fernvale Beds Stratigraphic Units for an infrastructure project in Brisbane has been carried out to consider bond stress values at the grout-ground interface. Materials within the bond zone of ground anchors constructed in Brisbane Tuff and Neranleigh Fernvale Beds units have been classified into different rock units based on rock substance strength and Geological Strength Index. Details of anchor construction and testing procedures are presented, together with the adopted approach to test interpretation. Data from Proof Testing of ground anchors bonded into these materials is then interpreted and evaluated for each unit, with relationships developed for each rock type for ultimate and yield bond stress values at the grout-ground interface as a function of rock substance strength (UCS) and rock mass strength (based on Hoek and Brown, 2018). For both rock types, grout-ground interface bond stresses increase with rock strength and quality, with better correlations evident based on rock mass strength than for UCS data. Comparisons of the interpreted bond stress relationships based on UCS are made for both rock types to published information for ground anchors and shaft adhesion parameters for cast-in-situ piles. Suggestions are made for amendments to the Proof Anchor test method to reduce the potential for premature termination of the test and consequent underestimation of the bond stress, and to obtain consistency between Proof and Production test methods.
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Overcoming the Current Density Testing Impediment to Alternative Quality Testing in Earthworks
Density testing has been applied widely in earthworks quality assurance (QA), yet because of its widespread usage, this now acts as an impediment to the development of alternative methods of testing. Many incorrect inferences are made from density testing. Modern geotechnical and pavement designs are based on modulus and strength values. However, when such measurements are correlated back to density testing, a poor correlation often results. Therefore, while alternative in situ testing to density provides significant benefits to the industry, the poor correlation is often questioned, and then site personnel default to the usual density testing for quality testing of earthworks. The reason for the poor correlations includes, the depth of influence being different, with the quality and compaction being combined into one parameter (say modulus). Another rationale for the poor correlation, is the density lot measurements are normally distributed due to its low coefficient of variation, while other measurements are not normally distributed and have a large variation. A new method on matching Probability density functions (PDFs) for quality assurance has been successfully used on a large earthworks project to overcome the correlation inconsistency and is introduced. Data from several test sites using a range of alternative testing equipment are compared. One must also distinguish between a test accuracy and its precision. Traditional testing density has focused on its key benefit of precision without appreciating the poor accuracy associated with this measurement. Case studies are used to illustrate this dichotomy between traditional and non- traditional testing for QA assessment of earthworks.