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A new approach for characterising expansive clay sites
Highly expansive soils are common throughout the world. In Australia more than 20% of the near-surface soils are considered moderately or highly expansive, many are in large cities. The Australian standard (AS2870) recommends 3 methods to ‘characterise’ a building site and in each case some form of regular laboratory testing is required to test the soil indices. To do so this the Standard recommends any of the following: Shrink/Swell, Loaded Core Shrinkage, or Unloaded Core Shrinkage test. The most common of these is the shrink/swell test (S/S); however in this test soil suctions are not measured and instead assume certain parameters. This paper presents a new Conditioned Core Shrinkage test (CCS) with suction measurements. This test is performed in the suction range of 3-7pF and provides the soil shrinkage index values (Iss) along this range to calculate the ‘characteristic surface movement’ (ys). The test can be carried out in 4 -7 days depending on the type of soil and recent climate.
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2018 Young Geotechnical Professionals’ Night
Vera Li, Rebecca Szczurowski, Chamindi Jayasuriya and Douglas Warne
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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.
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The Development Of Maccaferri’s Macres Reinforced Walling System With Steel Strip Reinforcing Elements
Of late there has been resurgence of interest, and in some quarters a preference to using steel inclusions as reinforcing elements in MSE (Mechanically Stabilised Earth) walls. An essential prerequisite for the effective introduction of any newly proposed system is to more accurately understand the pull-out resistance of the reinforcing elements and the specific nature of the reinforcement-soil interaction within the confines of prescribed select backfill requirements; an important concept fundamental to the design process. This paper originally presented at the 18th Southeast Asian Geotechnical Conference looks now at the strip development for Maccaferri Australia’s concrete panel and steel reinforcement retaining wall system, referred to as the MacRes System. It examines in detail the pull-out resistance of a newly developed steel strip as soil reinforcement in reinforced soil wall construction. The strip has indentations in an attempt to enhance the pull-out behavior. Large scale laboratory pull-out tests, using a pull-out box of 2 m in length, were conducted and the soil used was a silty sand from a borrow area. The testing program covered a wide range of overburden pressures from 15 to 120 kPa which enabled us to examine whether the calculated friction factor was dependent on the overburden pressure. Special dummy pull-out tests were conducted to correct the measured pull-out force and obtain the actual pull-out resistance. Independent consolidated drained triaxial tests, which measured dilatancy characteristics, were also conducted to characterize the properties of the tested soil.
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Pit slope failure evaluation in near real-time using UAV photogrammetry and 3D limit equilibrium analysis
Slope failures are an inevitable aspect of economic pit slope designs in the mining industry. Large open pit guidelines and industry standards accept up to 30% of benches in open pits to collapse provided that they are controlled and that no personnel are at risk. Rigorous ground control measures including real time monitoring systems at TARP (trigger-action- response-plan) protocols are widely utilized to prevent personnel from being exposed to slope failure risks.
Technology and computing capability are rapidly evolving. Aerial photogrammetry techniques using UAV (unmanned aerial vehicles) enable geotechnical engineers and engineering geologists to work faster and more safely by removing themselves from potential line-of-fire near unstable slopes. Slope stability modelling software using limit equilibrium (LE) and finite element (FE) methods in three dimensions (3D) is also becoming more accessible, user-friendly and faster to operate. These key components enable geotechnical engineers to undertake site investigations, develop geotechnical models and assess slope stability faster and in more detail with less exposure to fall of ground hazards in the field.
This paper describes the rapid and robust process utilized at BHP for appraising a slope failure at an iron ore mine site in the Pilbara region of Western Australia using a combination of UAV photogrammetry and 3D slope stability models in less than a shift (i.e. less than 12 hours).
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The design and performance of a submarine bund in Port Phillip, Victoria
This paper describes the methodologies used to design a submarine bund in the Dredge Material Grounds (DMG) of Port Phillip. Due to the large footprint of the bund, which was over 4.6km in length, and relatively uncontrolled method of bund construction, the design of the DMG bund presented a series of challenges, including:
- Assessing a “fit-for–purpose” ground model to take account of buried channel features known to occur within the bund footprint.
- Assessing reliable geotechnical parameters for predicting the behaviour of the bund and underlying soils.
- Predicting the volume of material required to construct the bund.
- Predicting the post-construction settlement behaviour of the bund, and contained material, to ensure that the contained material could not overtop the bund.
This paper presents details of how each of these challenges were addressed, and compares the actual and predicted performances of the bund over a three-year period.
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Some geomorphological techniques used in constraining the likelihood of landsliding – Selected Australian examples
Techniques for landslide risk management in Australia have evolved considerably since the publication of the first formal process in 1985. The Australian Geomechanics Society recently published the next generation of updated landslide risk documents in 2007. The estimation of landslide likelihood is fundamental to the outcome of the landslide risk management process. However, experienced practitioners still regard this component as one of the most difficult and challenging aspects of the assessment as it requires information about the age of landslides, an understanding of landscape processes and the rate of slope evolution. Such information is difficult to obtain and is often not a core competency among practitioners undertaking landslide risk assessment. In order to provide insight into the methods of estimating and constraining landslide likelihood, a number of different geomorphological approaches are herewith reviewed through a series of selected Australian cases studies. Whilst the case studies highlight inherent limitations and uncertainties they also demonstrate how geomorphological studies can provide validation and constraints to a quantification of likelihood and ultimately risk.
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Differentiating Fill And Natural Soft Clays — The Value Of Desktop Studies In Building A Geological Model
This paper presents the methodology and rationale used when differentiating fill and natural soft clays in a site on waterfront reclaimed land. The area of reclaimed land has a history of settlement impacting existing developments, which has motivated careful consideration of the ground conditions for future works. As the reclaimed land was dredged locally then loaded by fill and warehouses, it closely resembles the underlying estuarine and marine sediment lithology and consistency.
Two historical ground investigations and one Arup ground investigation have been conducted, including clusters boreholes, cone penetrometer tests, seismic dilatometer tests and lab testing. The four types of subsurface information were compared to build and verify a ground model with an emphasis on the extent of reclaimed land. Peripheral desktop study information including historical maps, imagery, sea level records, and the historical settlements observed at site were considered to assist in differentiating the fill and natural soft clays. The importance of understanding this site’s history reinforces the value of a thorough desktop study when developing geological models.
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Meeting The Challenges Of Complex Excavation Interactions
Design of buildings on and around existing underground infrastructure is becoming more and more necessary as land within the Sydney CBD and surrounds becomes a greater commodity and below ground space is being further utilised. In mining, many underground mines need to go deeper to be economically feasible, experiencing higher stresses and challenging conditions than ever experienced before in addition to complex geological settings with significant three-dimensional effects and multiple mining fronts. As a result, such complex and dynamic environment poses significant geomechanical challenges for the planning and design of such projects. The successful design of such projects is therefore fully dependent on a good understanding of what generates the complexity and the consequent impacts. Forecasting and predictive analyses are typically not needed for investigating such complexity and targeting cost-effective, sustainable and resilient solutions. Such analyses often involve large scale and complex 3D models that should be combined with experience based design and understanding of the fundamentals. This paper presents some discussions on how to address complexity with 3D modelling and present some modelling techniques that are useful to achieve reasonable results. Examples of model confirmation are also given to illustrate how some degree of confidence is gained based on available monitoring data and/or observations combined with local experience.