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Geotechnical aspects of the Narrows Bridge duplication
Aspects of the Narrows Bridge Duplication Design are presented including a general introduction to the Geology and seismic risk of the Perth City area. An overview of the original bridge geotechnics and design (late 1950s) is given, in addition to a discussion of what effects the site reclamation works for the original bridge have had on the design of the Duplication. Characterisation of the subsurface profile (strata and materials) for the Bridge Duplication Design is described, together with comment on the site investigation. Soil analysis models used for design and typical foundation details are presented, together with consideration of pile design loads including earthquake and liquefaction. Details of the pile load testing are given together with pile load test results. Comparison is also made between the geotechnical investigations for the original bridge and Duplication.
One of the geotechnical issues addressed for the Duplication is the execution, reporting and review of the geotechnical monitoring before and during the project construction period. Concern had been expressed about possible ground movements and potential detrimental influence on the existing bridge foundations, associated with the proposed piling and bridge construction works. The contract required monitoring of settlements and lateral movements, as well as land survey of the existing bridge, to ensure that the new bridge was constructed in a manner that did not have any significant impact on the existing structure. Inclinometers, settlement gauges, and Sondex settlement monitoring systems were surveyed over a period of nearly two years to enable continuous assessment of the impact of the various phases of construction on the existing structure. The paper discusses issues concerning the nature and performance of the monitoring systems, the data obtained and an overview of the ground and bridge deflections that were observed.
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Development and Testing of a Modular Rockfall Protection Wall To Mitigate Earthquake-Induced Slope Hazards
The November 2016 M7.8 Kaikoura earthquake resulted in excess of 40 landslides that directly impacted the key road and rail corridor on New Zealand’s South Island. Within two months, the New Zealand Government formed the North Canterbury Transport Infrastructure Recovery (NCTIR) alliance, a team of more than 1700 workers who were tasked with restoring road and rail service by the end of 2017.
The work has involved a wide variety of landslide hazard mitigation measures that have included source treatment, installation of passive rockfall protection measures and relocation of sections of road further away from the base of the slope onto new seawalls. One of many challenges facing the geotechnical design team is space limitations along the narrow coastal corridor.
A modular rockfall protection wall has been developed to add to the suite of permanent rockfall protection structures in use on the project. The wall comprises interconnected concrete blocks with an upslope energy-absorbing layer of sand- filled and rock-filled gabions. The key advantages of the wall are a narrow footprint and a relatively fast installation time.
It was necessary to demonstrate the performance and capacity of the wall before it could be approved for use on site. Full-scale physical testing was performed at a vehicle impact testing facility. Six tests were undertaken to investigate sliding and overturning failure modes; impact energies were 250 and 750 kJ. Data collected during testing includes multiple high-speed videos and pre- and post-test laser scans.
The wall performed successfully, and it has been approved for use on site. The first installation is anticipated by mid-to- late 2018.
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Design And Construction Of A Cement Stabilised-shored Reinforced Soil Wall
This paper presents the design approach, methods of analysis, material testing and construction of a Cement StabilisedShored reinforced soil wall (RSW) for Hills M2 Upgrade project in Sydney, NSW. Particular attention was given to the deformation modulus of the backfill material and stress conditions within the RSW that could promote cracking.
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Sugarloaf pipeline landslide risk management and planning approvals
The Sugarloaf Pipeline Project was a major infrastructure project completed in early 2010. The project required planning approval at all three levels of government including a Landslide Risk Management Plan. The Project Landslide Risk Management Plan was completed in accordance with AGS 2007. This paper discusses how the AGS guidelines were applied on this project including discussion on the risk assessment process, mitigation measures adopted and lessons learnt.
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Geotechnical site investigation in energetic nearshore zones: opportunities and challenges
Coastal erosion and scour around structures in the nearshore zone represent major societal challenges with regard to coastline conservation, the protection of coastal communities and eco-systems, as well as the development of coastal structures or renewable energy projects. Despite rapidly advancing sediment erosion, scour and morphodynamics prediction tools, the models still struggle to correctly simulate the impact of severe storm events and storm event clusters, particularly regarding long-term projections considering sea level rise and climate change. Scour prediction models still struggle to accurately predict the depth and extent of the scour around a structure, and often rely on significant overpredictions which impact the cost-efficiency of the structural foundation design. A review of common erosion and scour prediction models reveals that particularly sediment characteristics appear underrepresented. This results from challenges to derive this information in the field. Areas of active sediment remobilization processes, such as the nearshore zone, are characterized by energetic hydrodynamics (waves, tides and currents), and morphodynamics (migrating bars, etc.) representing challenges and risks to people, vessels and instrumentation. Most geotechnical field instrumentation to-date are not designed or suitable for measurements in such conditions, and new devices are needed to fill this gap. This paper presents results (i) using a portable free fall penetrometer of projectile-like shape to investigate in situ characteristics and stratification of sediment surface sediments in the nearshore zone under hydrodynamic forcing, and (ii) preliminary data using embedded pressure sensors to investigate the pore pressure response to irregular wave forcing in the nearshore zone and its potential impact on sediment erosion. The devices proved to be suitable for the deployment in energetic nearshore conditions. The data emphasize the potential regarding deriving novel information about in situ sediment characteristics, such as changes in sediment strength under the active sediment dynamics, as well as an increase of erodibility through the development of excess pore pressures on different time scales. However, the data also reveal challenges related to calibration of the instrumentation and data processing, particularly with limited additional information about the sediment.
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Challenges For Solar Farm Pile Design In Reactive Soil
The procedures for the design of piles installed in clay, based on conventional soil mechanics theory, are part of the foundational knowledge of practising geotechnical engineers. Although it is common for different designers to recommend piles of varying dimensions, because of differences in their preferences for correlations and design details, the fundamental scientific approach is usually similar. Regrettably, this is not the case for the design of short piles in reactive clay, which has to rely on the continuing evolution of knowledge in unsaturated soil mechanics and contend with the scarcity of relevant publications on aspects of pile design.
This paper chronicles the on-going collaboration works involving practising geotechnical engineers from EIC Activities, a member of CIMIC Group, and academics from both The University of Sydney (USYD) and The University of NSW (UNSW) to establish some fundamental pile design input that can be agreed upon to design piles in reactive soil for solar farm projects. This paper will outline the two separate collaborations at UNSW and USYD focusing on the vertical and lateral pile design aspects, respectively, for solar farm micro piles. The collaboration at UNSW focussed on the axial design topic for a pile in reactive clay and at USYD, the collaboration dealt with the lateral design topic for a pile in unsaturated clay. -
Soft Ground Improvement – Issues and Selection
Issues that affect the successful application of ground improvement in soft ground are studied, with emphasis on the design, construction and long-term performance of the improved ground, and recent developments relevant to Australian geotechnical practice.
This paper discusses various technical issues affecting typical soft ground improvement techniques including: densification, consolidation, weight reduction, structural support and chemical treatment. Several factors that can influence the selection of a ground improvement technique, or a combination of techniques, are discussed. Case studies are provided to demonstrate the recent application of ground improvement techniques to the design and construction process.
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Who needs constitutive models?
Constitutive models are essential in any rational theoretical modelling in geotechnics. How the stress-strain response of soil or rock is represented in these models is usually the key to successful prediction of the behaviour of geotechnical structures. However, the important details of these models, particularly the idealizations that are made, are often poorly understood or ignored, sometimes at significant cost to the unwary analyst. Indeed, the capabilities and the shortcomings of these models, especially the more advanced models, are not always easy to ascertain. In some cases determination of the input parameters is not straightforward. Consequently, it may be difficult to determine which model to select for a particular task. This lecture charts the development of constitutive models used to represent the mechanical behaviour of soils and provides an overview of the principles and the main features and components of existing, widely used constitutive models for soil. The intention is to emphasise the physical basis of these models, rather than their mathematical complexity. Some of the constitutive models encoded in the software packages used routinely in geotechnical practice are reviewed and discussion is also provided on their specific limitations. Examples of practical applications are used to illustrate the both the advantages and some of the pitfalls of the commonly used models. A brief description of recent developments in this area of geotechnical research is also included.
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Advanced quality assurance for piling works for the Wicet Project in Gladstone
The “Wiggins Island Coal Export Terminal” (WICET) in Gladstone is one of the largest Greenfield port development projects in Queensland to date. The project will significantly increase the export capacity of the Gladstone Port making it one of the world’s largest coal export facilities. Stage 1 of the port development project commenced in 2011 with completion expected in 2014.
The piled foundations for the overhead gantry stacker and several of the yard conveyors were planned and executed in a design and construction contract by Abigroup Golding Joint Venture and Piling Contractors. WICET agreed to replace the original scheme of driven pre-cast concrete piles with a more efficient, economic and innovative CFA piling solution. This paper will briefly highlight the advantages of the alternative piling method comprising close to 700 CFA piles, approximately 25 m deep, most of them 900 mm in diameter.
The design and approval process included an in depth analysis of the pile group behaviour using numerous pile design software packages including finite element modelling for non-linear analysis.
Verification of conformance with horizontal and vertical design deflection criteria of the piles and pile caps for both ULS and SLS conditions was achieved by testing 3% of all working piles dynamically. Furthermore one vertical and one lateral static load test were carried out to verify the soil parameters used for the design of the deep foundations.
This paper describes the different load test procedures and their execution with respect to compliance with AS2159-2009. The authors will also highlight the advanced quality control systems adopted for the construction process of CFA piles.
The aim of this paper is to increase industry confidence in the use of CFA piles following a detailed review of the data collected during the design, testing and construction of these piles.
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Lime optimisation in lime-slag treated soft Coode Island Silt in Melbourne
This paper aims to identify optimum lime content for lime-slag treated Coode Island Silt (CIS) for sustained improvement of strength. In this study, CIS sampled from the Convention Centre construction site in Melbourne was treated with lime-slag additives in the laboratory to determine optimum lime content. Treatment was conducted with a fixed lime content of 7.5% and varying slag contents of 0-17.5%. The treated samples were cured for 28, 90, 180 and 360 days in a humid chamber. The cured specimens were tested in the laboratory for unconfined compressive strength (UCS), pH and Atterberg limits. Scanning Electron Microscopy (SEM) and X-Ray Diffraction analyses (XRD) were also conducted on specimens cured for one year to study the physico-chemical and microstructural developments responsible for long term strength behaviour. Finally, results of this study were compared with the 5 and 10% lime and varying slag treated CIS by Rex el al. (2008) to establish the optimum percentage of lime required for long-term strength gain. This study found that an optimum lime content of 7.5% was effective in stabilizing and sustaining the strength development of CIS (LL=46, PI=24) based on curing periods up to one year.